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20060039.pdfDATE RECEIVED I ...I CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION ERNAMEINAMf OEBUSINESS A �PPERMIT EXPIRES PERMIT NUMBER EW) bl =,IF, JOB k SUITEIAPT# AM 11� PLAT NAMEISUBDIVISION NO, LOT", LID I �5 - ),ov 4 - I 'b `5 LID FEE S PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP macr—m— a. 1, R sm Fall R� EXISTING — PROPOSED REQUIRED DEDICATION _ FT E SIZE N PRV REQUIRED ig;�TURES . YEs I NO 13 REMARKS OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINA E 1'�\A,V\Aa DATE 'NEERING REVIEWED 9Y, ADDRESS - , JIJ 1 Jd, /Z Z ) -3 / 0_� aI -I C, rA FIRE REVIEWED By 'DATE CITY — TELIP11 AS q �A�TION ' VARIANCE OR CU S HORELINE OR ADB# I NSPECT'ON I 1.1PA STATE LICENSE NUMBER �AP EXPIRATION DAT 04 RE. . ITS c1FT a No �# D - to ZONE SIGN A EA HEIGHT PROPERTY TAX ACCOUNT PARCEL NO, 06—z�4L,I S- 000- 1 Q6-1Q_ WAIVER 19 STUDY , 'a AL.OWED Fao 0 AUL0wED lae- 2-5 1 Z14.1 9(,NEW RESIDENTIAL X_-Uly.11I.I.E.. LOT ALLOWECD-PERNPoSED REQUIRED I., CKI (ITI PH.POSSOSEISA.�:( W FRONT REAR E- E' r COMMERCIAL DO PLIANCEOR VVONTN,/�RSIDE ADDITION El G USE �MIXED USE CHAMNGE OF USE PARKING LOT AR PLANNING REVIEWED BY DATE E] REMODEL 0 MULTIFAMILY SIGN REOD PRGv'OE. �1� I 0 REPAIR E a CYD. El F MOS 7 X (eA;OIM M124n Q C] DEMOLISH TANK C �kdXGE SPORT RETAINING WALL 0 ROCKERY FIRE SPRINKLER El RREALARM (TYPE OF USE, BUSI�4ESS OR�b4 TIVffY)E PLfiIN: UCTION CODE UPA T TYPE OF 0 GROUP 10 NUMBER OF NUMBER 0 DWELL NG UNITS' SPECI LtNSP TION CONSULTANT OCCUPANT LOAD STORIES DtRIBE WORK TO BE DONE %Iil— REQUIRED YES REMARKS .K3�� (Ao-atI3 GEOTECkRERORT 1) . LAA� It— V44- '_V, I I 1—b YWA± ANAII — Descripti E4 E j.. FEE Plan Check JjE 3 'UciT.Fg. HEAT SOURCE VESTED DATE Building P22�_ -,76 15C) City Surcharge PLAN CHECK NO: Plumbing Base Fee Mechanical THIS PERM A THORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO IT U rading C 7 1USIC BE DONE ON PRIVATE PROPER Y ONLY, ANY CONSTRUCTION ON THE P DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS. MARQUEES, ETC.� WILL REQUIRE Engr. Review SEPARATE PERMISSION. PERMIT APPLICATION: SEE ECDC 19.00,005(A)(5) Engr. inspection CO PERMIT LIMIt. SEE ECDC 19.00.005(A)(6) SEE BACK OF PINK PERMIT FOR MORE INFORM ATION ERIS OR HER SPOUSE, HEIRS, ASSIGNS AMD SUCCESSORS Fire Review Plan �hl �Dopolft IN INTEREST, AGREES TO INDEMNIFY. EF NO AND "OLD HARMLESS THE CITY OF FFICtALS, EMPLOYEES, AND AGENTS FR OM ANY AND Fire inspection R.ce,p _7 < 7� MON S' WASHINGTON� ITS 2 ED 0 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE� ARISING DIRECTLY OR INDIRECTLY OF THIS PERMIT' IS LANCE OF THIS PERMIT SMALL NOT BE Due FROM THE ISSUANCE DEEMED TO MODIFY, WAIVE OR REDUCE ANSY REQUIREMENT OF ANY CITY ORDINANCE I-SndscapeInSp. Total Amt. NOR LIMIT IN ANY WAY THE CITY�S ABILITY TO ENFORCE ANY ORDINANCE PROVISION. Recording Fee Receipt # I HERE Y ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE NFORMATION I ATICIN I oft GIVEN IS CORRECT. AND THAT I AM THE OWNER, OR THE DULY AUTH IZEDAGENTOF REGULATING CONSTRUC- am a.1 , pabaa vml s,g,,d by IN, Faas am a,d THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS TIOW AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED RELATING TO CALL FOR INSPECTION m"'Pt D,my: rd Pam, a "S"'I maged in space rjavtcmd IN VIOL R CODE OF THE STATE OF WASHINGTON WORKME4N00MFPTEH: ME. AND RCW 16:27. ___ D OFFK� SIGNATURE IJA (425) q, 771-0220 REL ; -D EXT. 1333 ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- RI IN L -FILE ELLOW INSPATOR FICATE OF OCCUPANCY HAS BEEN GRANTED. USC109 / IBCji0 I IRC110. P K -OWNE GOLD � ASSESSOR 101" PRESS HARD - YOU ARE MAKING 4 CO IES V, z 9 0 M "A 5i Vi � 0 M C M 0 0 80 a M M z to 0 -n A M M 0 V5 , 0, 0 M C U) C U) ITI 0 Z r- X --I X z -i 3: 5 z 9 0 ITI Jun 22 05 01:37a BILLIELUNSFORD 425 673 9815 P.2 PAGE 02 fi,6/17/2005 02:51 4256498758 GEOGROLP RECE:IVED PERMIT cOUNTER CITV Copy z k;� 0 GEOTECHNICAL INVESTI GATION 1 LIMITED pROpOSED 2-LOT SHORT PLAT 1 22413 - 91�- AVENUE WEST EDMONDS, WASHINGTON am a MO 0 G-2058 c z prepared (or 0 'n m In 0 Ms. Sandra Zusaich 6 Fn c Nolomi & A330CWC% Int- 9792 Edmonds Way, 02" 0 Edmonds; Washington 98020 z z Juno 17,2005 m GEO Group Northwest, Inc. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 phone: (4M 649-8757 Fax! (425) 64"751l N, :7777T� 425 673 Bois p.4 Jun 22 05 01:38a BILLIE LUMSFORD PAGE 03 ?16;1712005 1 02:51 425S498758 GEOGRaP `�O—u r'hwest' Inc - -------------- low 17,2005 z Mg. Sandra Zmmich M Nalund-&Asaociatcs;-�-, 9792 Edmooda Way,#266 =i 9i Edmonds, Washington 98020 M M 0 Subject: Limited Gcotc.1mical 1—tigati- 0 C proposed 2-Lot Sbort Plat M M 22411-W-MCMIC"weat 0 C: z P dmonds, WaShiuSt- 010 -n Dear Us. Zuanich: GEO Group'Northwest, loc., is pleased to present the results lrom its limited geotechni-I M M 0 0 m"adiation of ft pruperty.re&rcoocd�abom and located in- Edmonds, 17n auprMscd the excavation of four cxPl—tmY test Pits qn the middle and east areas, Ofthe site to Co C Cn M inv,,tipft the submewe soil conditions for the proposed con stroction ofa. new single-family 0 r- residence. "eet Description > z by TM New Homes, LLC, to Perform- 9-ftc'n'ca GEO Group Noftwest, Inc.. was ctaind study of ffic western Put Of d- Property (the Project Site). We Mulerstand the z engineering pmperW ja� planned to be subdivWed7 into two lots (a western lot and an castcra lot)- MW propOsed residence will be located on tbc eastern to L TheetisftresidencCOn-sittwill.Ocl*uPy 0 M &C VA�sm lot. i )nn, we also Jun 22 05 01:38a BILLIE LUMSFORD 425 S?3 9015 PAGE 04 P.5 GEOGROUP 06/17/2005 02' . 51 4256498 . 7 . 5 . 8 G-2059 June 17,'2005 Page 2 MS1, swulra- Zmmich-- Naluntf &Associstcs, Inc - Site ]Description The site is located on the east side ofhe 22400 block of 9e Avenue West in a residential rectangul3r-ShaPed lot that's od of Edmonds, Wa shingrOn. The site consists via neighborho le-lau ly residence that has One The is occupied by a sing Ill z approximately 0.38 acres in ai7e. site The residence is located on the west put ofthe site. Existing Ind" story and a daylight basement- an. The site has a gentle slope downward illustrated in Plate I - Site P1 0 M proposed site features are toward the east (appro'li—tely 6 feet oftlevatiOO ctlange across 200 feet). GeOlock Overview M M 0 0 -.Mo. Prepare d by the S=WcGcOlO Sir, Mapping, 80 a , According-10-Ibc al soils at the site gton and dated August 12.2003, the surfici Project ofthe University OfWashin Vashon Static of the sediments deposited during the � K 1, -' m M age glacial ate mapped as being Quaternary- ist of glacial fill. vicinity reportedly cons FraserGlariation. These deposits intbeirmn ediate site oftlense, unsorted mixtu , offine to medium grained sand, gravel and rer Ile till typically consists is by the advancing Puget Lobe glacier. These deposits often i 7 1 silt that were directly overridden feet thick, Limited dense and is up to 5 0 -n i 5 loose to medium have a sufficial weathered zone that i top ofthe deme, relatively unw eathered n C i ate on quantities ofpcmhcd groundwater may 2ccumul M M g al till soils during the wet season. laci c—o) ! 0 Subsurface InvestigstiOu 0 ora ry pits at the site on GEO Group Northwest, Inc., supervised the drilling of four cxPl to test M C) Z June 13,2005, The test pits were excavated usin S a small, rubber -track 6ckhoc supplied and X -4 , I opmted-by others; The"cSt-Pits"'cxcavat"d to dcptbs.rm*ft betweert apProxima"'IY-l"d X > I 4 feet below the Kroluld surface (bgs). Each of the test Pits was terminated in dense or very, Z c' densc native soils, The test pit locations we illustrated on Plate I - SitePlan. The test pits were logged by a geologist from Our finn-We collected represeritative samples Of z the soil units,enconAtcred in.thetest.pim. T.hesesw*kswcmtakent&ow-offictfOrfiwtb"- m examination and for testing Of their moisture COOten t. The test pits were backfilled with the excavated soils immediately after we bad completed our activities - CEO Group Northwest, Inc-. Jun 22 05 01:38a BILLIE LUNSFORD 425 673 9815 PAGE 0 1 P.b 96/'17/2005' 02t5l 4256498758 GEDGM I P G-2059 June 17, 2005 Page 3 MS. Sandra z—ich - Nalund Associates, Inc. Investigation HAMM Soils encountered in the completed rest pi's generally CO nsisted of surficial layer Of loose Silty With Minor gravel and occasional to medium dense. Silty send Sand topsoil underlain with 100sc -1 —1buind below -the. silty Sand with gravr z sandy silt. with.arganics, Dense to "CrY-dtnse, gray mediurn dense soils attach Ofthe t"t]"t locations' 0 the site, these Soils were Overlai n with a layer of in borings 9-1 and B.2 in the northwest Part Of Sand fill that is Approximately 5 to 6 feet thiclL The layer of sandy Soils dense Silty Medium between - 1.5 to 3.5 feet in thickness in borings B-3, B-5, and B-6. typically was found to range M not fatrad in boring BA in the -i ddleofthosite. Dome to very dense. AamP. Silt rn was This)ayer gs. Copies of the sail bating logs are below the San dy Soils in each of the berm 0 -40 0 WAS encountered provid ed in Anacbmtet A to this report- M M erpret the dense silty Sand with gravel Soils cne OunSertd in the test pits to be glacial till, as we int ficial layers of silty sand and Sandy Silt IcAuld in the z C Z-4 described in The geologic literature. rAt Sur consist of weathered glacial till or, in some areas, Younger alluvium (such as test pits gencrAly the silty Soils with organics, in Particul2r). On "n Groundwater was not encountered inthe test pits; ho-ev-light Water seel'age-asobsenedin -4 M M test pit TP-3 jo, the north part ofthe a&— lot. A]-. the upiler several inches of the glacial till 0 9) 6 soils encountered in the test pits exhibited significant oxidation stainin& which suggests that C 0) C to these soils May contain perched water on a seasonal basis. in 0 z CONCLUSIONS AND RECOMMENDATIONS -4 > z Based on the results ofour "Y, it is our opinion that the Main geoteclutical considerations for the. propoacd-&-velopmentincl uda, foundation support, carthwork (including excavatiOlm 31OPM z and the Placer"M and compaction, of fills), and subsurface drain age in general, conventional footing foundations for The proposed midc= On the proposed West lot can be supported on the 0 dense silty sand (glacial till� soils-encellowed at-deP ths of approxtmatclr3 feet below the M ground Surface, GEO Group NOFthwesk Inc- E , Jun 22 05 01:39a BILLIE LUNSFORD 425 673 9815 GEOGRDJP :51 4256498758 eb/17/2005 02 G-2058 June 17,2005 page 4 nd Associates, Inc. dra Zuanich - Nalu Ms. Sar eve relatively poor infiltrarion The neer-polace, weatbered, site sails are expected to h ,,ties due to their substantial silt contruland limited thickness, The underlying, dense characte glacial till soils are expected to provide poor infiltration capability. ically.related aspects of the anticipated site development pecornmendations rcprding.gernechn d in the (011owins—tsections of this rcport. are lnesmte Building Foundations lot of the proposed short plat can be ne proposed residence to be constructed on the west ad and coluorn feelings that bear directly on the dense to very supported on conventional sPre 5 are anticipated to be present below depths ofapproxiniately 3 dense native site soils. These soil am encountered where suitable soils feet, based on the findings from our investigation. Ifareas subgrade elevations, the foundation excavations can be extended t present at foundation are me tMeted directly so downward to suitable bearing. ils, and then either 1) the foundations can be cons can be backfilled with compacted sulactuml 11 on the dense soils. or 2) the over -excavated area or lean -mix concrete and the foundations can be constructed directly On the backrll� d on structural Bit should be supported on & structural fill Youndations; that will be construrtc prism that extends at an inclination of I H: I V outward from the foundation edges to the dense d be understood that the excavation required to construct the fill na&e soil subgrade. It shoul s prisms will need to be sloped back per the recommendations in the Excavations and Slope sccition-of this rcp0m our recourmcmdedrigsigrlentena-for convCmonal spmaAfoonngioundabims.ace.a.fwl*ws: including all doriand'Tive leads: Allowable bearing7mule, Dense to very dense, native soil 3,000 psf Compacted structural fill' 2,000 psf cnt final exterior grade 18 Minimum depth to base of perimeter roofing below adjac inches minimum depth to bottom of interim footings below top offloOt sl2b - 12 incites CEO Group Nor-thwest;, Inc. z 0 M M C M 0 80 C -4 K = M M z C — 0 -n n �d M M W o) 0 0 C M z z 0 In Jun 22 05 01:39a BILLIE LUMSFORD 425 G73 9815 PAC* V P.8 4256498758 e,6/i7/2005 02!5 G-2058 June 17,2005 Page.5 Associates, Inc. -i—zitanich ..Nalun&& Ms; bar 's Minimum width ofwjII fonfings , 16 inch', Minimum lateral dimension ofcolwnn footings 24 inches Esibristedpost-construcum Settlement on differential settlement across building width 1/2 inch Estimated post-constructi A one-third increase in live above allowable hearing pressures can be used when considering short.tcrm transitory wind or scisinic loads, cling Compacted Lateral jolds can be insisted by friction between th"'foundat"m =4 the suppo buried portions of the foundations. For fill 3ubgmde or by passive earib pressure acting On'tho sturbed soil or be against the existing. undi dit latter case, the foundations must be poumd "UrW ral fill. our recommended parameters arc as follows: backfilled with compacted stmew Passive Pressure (Lateral Resistance) d structural fill 35D pcf equivalent fluid weight for comwic ent fluid weight for native dense soil 350 pcfequival CoeflIcient offriction (Friction Factor) structural fill 0.35 for compacted 0.35.for native dimse &oil Wei recommend that drains be placed around the perimeter footings- Details regarding the insmlation,of.perimeterfowl&dan drains ampmvide&itrthtDrskmPConx'dustiomsection orthis report. siab-on-Grak V%Qrs Slab -on -grade floors that am supported by the underlying soils should be constmctcd 011-1 firn� loose soils in the building arca� if unyielding subgradc. For this reason, we recommend that the present, be removed and replaced with compacted structural fill to the proposed floor 3ubV'A& elevation. Also, durring.prcliaration oftht, Slab subgrade, any "Teas of the subgrade dot have GEO Group Northwest, lfae� z 9 0 in --I 'n X in m 0 0 80 C � C in m K Ca om n --i x in M a a5 "I I 0, C in 0) 0) C) X -4 x z z 9 0 M M f Jun'22 05 0 1:39a BILLIE LUNSFORD GEOGRDR 42S 673 9815 PAGE 00 P.9 86/1712005 02:51 4256498758 G-2058 June 0,2005 Page 6 Ms, Sandra Lusnich Nalund & AssociatM.1110- vate and replaced be. diw*.d by,_sUnctirm activity should be either recompacted or exca d with compacted structural fill. ab should be placed On wcullillary break, To avoid'moisturc build-up on the subgrade, the floor Sl z which is in own placed on the prepared subgra&- The capillary. break should consist ofa layer. ng crushed rock or gravel containing no More than five inebes thicic, offree-draini 0 at least as a 10-M& .4sicae. Warecommendavoporbarricrswil percent marteriat finer than a No the capillary break to reduce water vapor transmission throulgh usembrarie, be placedover plastic membrane to the overlying slab. Two to four inches ofsand may be placed over the barrier Vi 0 rn it during construction. rn a protect 0 -10 0 Orsinage Considerations M Mz c soils primarily consist of fine to mediurn grained silty. sand and C The ncor-surface, weathered, sit limited infil"tion Vi These soils are expected to provide relatively lesser sandy silt with orprucs- 0 -n limited thickness. The underlying, dense glacial -n Ly capacity due to their substantial silt content and till Soils arc expected to provide poor infiltration capability. In in 0 C— oy have an ousite infiltration sYsWn fOF 0 r- g residence on the site In 0 we understand that the existin was encountered in test pit TP-4 T. ater(roofdownspouts).. AsusPect"linfilt'stiOul'ne its stormw feet and was observed to be dry� Based on this observation. it rn 0 at a depth ofapproximattly 2 appears that the existingdevc1uprocnt on site has adequate stormwater AXW011et Adding !he see ond residence to the site� however, will decrease the available storuirwater infiltration area on M that wiff need to be ;i site and also will, increase the quantity of StOxmw3trr (from TOOf'down"Ponts) > it is our conclusion that on-site.inflitration of StGruuwatcr� assn"WO z wwa&cd. For these reasons, the new residence MMY result in seasonal accumulation of water in the shallow soils on site. with ofthe fdotings for the new residence. This water conliffise to elevations jhnvc die bottams z paw Thereftema reconumcadimplementingan-alternativc method ft-112041ing $to atcr(ibot'ng drains and mot downspouts) for the site, if ftasi m GEO Group Norilavre3t, Inc- —T— Jun 22 05 Olt39,a BILLIE LUMSFORD 425 673 sets P.10 GEOGROUP 425 649875.8 G-2058 June. 13,2005 page Ms. San a. Zoauicl, 14alund & Associates, We - We ,,,=Md that drabs be in stalled around the perimeter ,,(the foundation footings- Tim pVC drain pipe. Tbt minimum diameter, peoted, rigid drains should consist Of a four inch d.should-have a gradient sufficient pip-boul d b1laid to benexttothe-I)OVIM ofthe fooling -an Ilow. The draixt line s'nould be bedded on and Surrounded with drain re'c"c" be z to generate 9 or other ftc-draining granut "material. The pipe and =__din drain rock should be, 0 gravel, jiWc, oncethe drains -a. insWlcdi.*e. excavation should wrappcd,in-a layer ofgeOt-tilc ate. Thesurfact fill matcrial, or with general fill if apPTOPTi bacUl led with compacted structural so can Lhen be sealed with asphalt or concrete paveme Or or witb MIa&clY imperrucat" !I- These Drain- -4 x y M are schematically illustrated in Plate 2 - Typical Footing M 0 reconun endations, 0 0 0 should roofdownsPout drain lines be connected to the lbefing drainage C -4 C Under no ciwcumstmccs downspouts should be separately fight! bed to an appropriate stormwater 3: m M Z system. All roof locations in the discharge point. we recommend that so fficiellt clewouts be installed at strategic jo -f drain lines to PrMvide acce"' for Penod'r mahateunn CC. Earthwork 0 "n n _dg—i t 11-i 0A M m 0 Construction areas on the site should be cleared ofdcbri s associated with previous structures and 0 C 0) improv, ements on the site, as well as any IllOver fills, toPso')'Orpmcs' or debris. These they shoul6not C co M C) z r- materials sbould be-haukd offsRe OF used for landscaping, where -*Mropnaw, be used as structural fill. X EX MAudZQM z Under no citcurnstanccs should temporary excavation slopes be greater than the limits specified cuts than four feet io z in local, state and federal goverrm cut safety regulations. Temporary greater m steeper tba*-I.a. IV (Hori zOnt%j.,_vcrfica1); Whem- -04 in height.sbould-be sic* at-an-brIbatiOD adequate space for temporary cuts is not available, shoring may be requi red to provide lateral support during excavation. Peranent cut and fill s lopes at the site should be inclined no steeper tb=2H:IV. GEO Gr&tq;-Nordwe'4 I—' Jun 22 05 01:40a BILLIE LUNSFORD 425 G73 9915 425649875B GEOGROLF G-2058 June 17,2005 Page 8 Ms. S Z,,-.icb Nalund �c� �AsWiatcs, 'oruiff,hoiild not be allowed to flow uncontrollcd over the top 01 slol'" 111w Group Northwest, Inc.,repremuitive be on site durin& endthat a GEO excavations. We recomin geologic conditions r than 4 feet in height to verify anticipated ion of cut slope$ gmate Cxcavat arly. if Woundwatcr seclAgrur louse- so" condit'im"re portico, z and toevalualt slope stability, encountered. M jub . pML completion of site C, eatinKand citcavation work, soil subgrade areas for structures After the be prepared to a firm and M C as buildings, concrete slabs, sidewalic"Or puvonw—nts) Should (such sub&mdes should be observed by the P-i-t The prepared M 40 unyielding,condition for construction' their condition. Any soft spot s or disturbed areas detected in the ical engineer to verify fill or geotechn Structural 0 C Z. in c -ted subgrade should be te-compacted or ex avated and replaced with compar In crushed reek . directed by the geotechnical engineer. Fill Structural fill is defined as fill material that is p laced below building (foundations and slob -on - 'n grade floors), Sidewalks, emerts, or Other structures. Excavated On-site materials that meet p1tv or are otherwise M M the Water isl*specifications for structutal-fill prescrited'belbw in this report, fill. Material which is stored 0 C.) approved by.the geotechnicai engirt mr, can be used for structinal sheeting to protect it from C C on site for Wet use as Structural fill should be covered with plastic Structural filUmateriat should be' M 0 moisture, if its usability is sensitive to its moisture contcnt� with the recent meodations provided below or as otherwise M placed and compacted in accordance- approved by the geotech!"Cal engineer during construction. > z &nLcgural Fil[ Spgt&ah)p)U All to be used as fill (including native SO'ls).shouldnot.contamrodrs of lumpilarger z materials than 3 inches in its Snancst dimeasic". During wet weather. fill material should be granular, A,11 fill material should be m with a -fines content (passing a #200 sieve) Ofiess than 5 percent. compactedtothe. if the material is WO -wet to be - plaw4at or.ncar its optimum- lwisWFO content. requi red degree, it will be necessary 10 either dry ibe material Or WCORee the r0ater"'ll in OWft to GCO Group Northwest, Inc WA Jun 22 05 01:37a BILLIE LUNSFORD 425 673 9815 PAGE 11 p.3 W17/2006 02:51 4256498758 GEOGROLF 0-2058 'June, 1?,.2005 Ms. Sandra Zuanieh 'Nalund & A-5sociates, Inc -Page 9 be capable of achieving the reqUil red compaction, Excavated soils that do not Meet the dsca requireinentSIOr re -use as struc tutail fill should be disposed ofor used fi)T ]an Ping, Based no the findings.&OW Our subsniface'"cat00"'we anticipate the brown,westhered, loose soils and the SMY, denSa� glacial till soils on site will be difficult to compact to the z specifications for sutictonal -fill, based -their high moisture content (in the ca"4 OfsOm of c weathered soils) arid their moistum-scrisitivt character (in the case ofboth soil types). As an alternative, an imported gramil ar pit -rust material can be used, as needed, for structural fill, because it will be more uniform in consistency and will be easier to compact. lfconstruction occurs during wet weather, we recommend that the site soils not be used for structural fill, and C4 -4 X I that an imported, gm nular material be used instead. m 0 -40 0 All stmcmml fill material shoo ldbeconVacted'mat lewt95 percent*ofis maximum dry density M m as dctcnninW.by ASTMV 557 (Moilified.prodo4 unless utherwise-authorizod bY-tk gemechrical engineer, and with , followingexcWtions. strwrong fill material placed under the pavement areas should be compacted to at Icast 90 P=CW ofits maximum dry density, except 0 *n forthetop 12 incbesofthefill,wbichshoiddlia compacted to -at least 95percent of-its-Amdrulim -n dry density. m M Structuxal fill material sbould be spread in lifts of 10 inches or less in loose tbiclmess before it is C_ 0 0 compacted. The compacted fill material should be field tested by using ASTM Designations C CO C ca M 0 D2922-and D301.7, NuckaF Probe Method, to vm* that-ft required degree O1CGUV9Cfi8"` is Z being achieved. W Trench Backfill > z Trench backfill (above the pi pe bedding materials) located beneath concrete slabs (including sidewalks. stairs, and patins)j pavements; or building, �j3hould-irmithe-mide: I- z specifications and compaction criteria outlined above for structural fill. Ifthe soils excavated from the trench cannot meet the structural fill efitcrja6 we recommend that another, more 0 m suitable,-material-beused. During wet weather, wvrecOnsinCild-using"s gnund""Pit-run szord-and GIRD Group Northwest, Inc- Jun'22 OS 01:40a BILLIE LUNSFORD 425 673 98IS PAbL 1Z P.12 06117/2005 . 02:51 4256499758 GEOGROUP june, 17'�2005 page 10 Ms. swridt ZMnich - Nalund It AssoLiStes, Inc - gravel material with 100 percent smaller than. 3 inches i U diameter and less than 5 percent passing a-#200 sieve. LIMITATIONS z This project has been prepared far the specific application to this Project for the exclusive use of Any use of this report by other M Nalund & Associates, loc., and its authorized rePresentativ es, that own risk. We recomn=d that this report be mcluded"n its' parties is solely It party's entirety in the project contract documents for reference during construction. Our findings and recommended ons stated herein are based on field observatio ns� our experience M C M 0 -4 andjudgcment. The rccomme ndations are, our professional opinion derived"' a manner sed by other members Ofthc 0 -4 X consistent with die level of cam and skill ordinarily cycrci under similar conditions in this am and within the budget M M 10 g profession currentlY.Practicin are found to No warmuty is expressed or implied. In the event that suit conditions z constraint. differ from those identified durintthis study., GEO Group, Northwest, Inc.. should be notified and the above recommend ations should be re-evaluated. 0 -n n M m ADDITIONAL SERVICES C) U5 0 r- We recommend that GEO Group Northwest Inc., be retainedto perform aTeview Oftbe final 0 M a o) C w 0 design and specifications ofthe project to verity that our geotechnical recommendations have dOcummts and am appropriate r, T been properly interpreted and incorporated into the Construction M for the finalized layout of the Project. We also recommend that GEO Group Northwest Inc be retained to provide potechnical z -i monitoring and testing services during construction. A GEO GroupNortliumst, Inc., representative should obsem geotechnically-rclated construction work for compliance with the z geotechnical recommendations in this report, and sh=Uvcr* anticipated geologic conditions, 9 on site during excavation. 0 In GEO Group Northwest, Inc. Jun 22 05 01:40a BILLIE LUMSFORD 425 673 98IS P.13 . PAGE 13 . ... .... ... 06117/2605 02:51 425b498758 GEOGRaF G-2058 June M 2005 PaSt..Ll Ms. Sandra Zu3nich --Nalund & Associates, Inc- Weapp—ci. thIS-OppOrtunitT to provide you'with- gCOtechvical. engindenng services-00-this project. We look fonvard to working with YOU as the project Progresses Should you have any questions regarding this TCPOTt ox need additional consultation, please feel fte to call us - z 0 Rmspectfully Submitted, GEO Group Noftwest, Inc. In M 0 -40 0 C M Keith Johnson M Z X PrqJect-Geologist- z 2514 0 -n -n X M 0 WifliamChaMPE - 0 Principal Engineer C M z 0 74 z -4 X (1) z 0 In GEO Group Noithwext, Inc. Jun 22 QS 01:40a BILLIE LUNSFORD 425 673 9815 p.14 f 06/17/2005 02:51 4756498750 GEOGROLP ILLUSTRATIONS PZ z 0 -n rn m 0 c M m 10 c > r. 55 Mt O'n M m 0 0 Fn C 0) 1 M 0 z GFO Group Northwat, loc. . .. . ... C c) M LEGEND tXTLoRAT!0N TEST PIT Ily GEO G ROUP NORTRWE$T TP I (Aop-RCjXjMATE LOCATiON) pltoPOSFI) RESIDENCE EX STING ASPR"T m I v Tp-1 M tZ EYJSTING RESUDENCE N,15.., TV-1.......... iT upo Ul 0 SCALF,: I JNCfl 30 FXET SME, MAP rRopoSEP 2-1-0, StfORT PLAT **-MVEWES' Nprthwqst, Ing. 22J13 - 9illl G ON Groul MMOrIDS. �VAS DATE! G-2 58 PL�ll WC SCALE! DRAWN: Y� Ln Islas ! Jun �!2 05 01:41a BILLIE LUMSFORD 425 673 9815 PAGE 16 Or,/17/2005 02:51 4256498758 GEPGROUPI— ........ SfW 4.0 SL48 CaPILLARYff"Ag z 14# P"L M *.ibx New M C 4-isch M 0 0 0 M M z NOT TO SCALE 0 -n M M NOTTS: 0 0 M L) Do not replaca, rigid PVC pipe vifth flexible corrupted Plastic Pipe C M 0 2,) pedommd natnew Pvc pips should be tightiointed and Wd -ith the pa,lonoom or slats do.T4 led-th pesW- gradient tonrard dis,6.r- M 3.) Do not conneM roof4owwPW drAm, to the fbating drain li z 4.) avjfill should be compacted to 90% efolaahmses dry density based on Madified Procur. The top, 12 inch- fbackfill.bould b. cocapectod to 95% ofthc maximum dry density i fbsMU is to support sidewstks� drivCrskY, etc. z 0 M Group Northwest, Inc. TMCAL FOOIWG'DRAW moP0SWz�Lcyr5R0RT`PLAT' 22413 - 95Tu AvENUE WEST KMG"S, WASWCTUN KADI.- FJ CM903- WCTT-,-- S AM NONE. G-2 PLATE Jun 22 OS 01:41a BILLIE LUNSFORD 425 673 9815 p. 17 06/27/26b5 02:51 4256498758 GEOGRM)P PAGE 17 ATTACWKENT A z SOIL CLAMWWATIONIEC.M AND TEST PIT LOGS- c m 0 o m m , P", T c z Lg-', vi 0 -n A m m 0, M z z vi z m GRO Croup Northwe§4 lot- 777777r m , Jun 22 05 01:42a BILLIE LUMSFORD 425 G73 9815 P.18 06/17/2095 02:51 4256498758 GEOGROLP PAGE 18 i raFMnF0R, SOIL CLASSIFICATION -AND PENE M-TION TEST� VAT-Ar —A FMAMMM qw om-� PLATE Group Northwest, Inc. z 0 0 m c a m 0 80 c m m O"n mm 06) or- 0 m a c) c 0) M 0 z z 9 0 m m 'jun 22 05 Olt42a BILLIE LUNSFORD 425 673 9815 PAGE 20 P.20 06/1712005 02:51 4256498758 GEOMMP TEST. Prr- NO. TP-Z DATLE=vATM! 61IN05 GROUNDELV: Mftd+l- $OIL DUBC SAMPLE Water OTHER TESM DEPTH uscls % , COMMEM" No. IL Sm —.iw Prato (w r diumta) mm (TOPSOIL), V.7 ----- --- ------------------ ,,dt,.."SILTY SAND �ith trocermt.darrip,low-to .dae,, d� ,j it mdy Gee aod medkm Voift'A "m -lua-ft Sm 2 29.6 z 25-30Y. fi-L 2 ------ ------------------------------------------------------ SILTY SAND wkh mkwf 9mvek dlMP- �ml dcw- U. Sm 0,o"i;ft " 20% R, fi—rei ma -mum 3 I.Ws (GLACIAL TILL). 3 13.6 m m 0 4 -i 0 C: -4 Botsoof"tPital 3fi6&betow&mwd3urf— X M N*pvmmwm'obw eel m z 0 -n M In 0 c M 0 Z z z 9 10 0 TEWPITLOG- tP Inc., n413 - %TK AVENUE WEST EDRqot4DS. WASBINGTON Aorta. 0.2058 A3 m 7z' Jun'22 05 01:43a BILLIE LUMSFORD 425 673 9815 PAGE 21 P.21 06117/2805 02:51 4256498758 GEOGROLF. -- TEST"PITNO. TV-3 LOGGED BY: yj DATEEXCAVATED! SAMME.. your. OTKMTLMT3t USC31 SM Dw� bm" SILTY SAN% da.V. I� -A is mvily ffft gftfud' 1 211 nn�i -------------------------------------------- SA Dk bown SILTy $AND ith �nar Van). d.M. INP Is -edim 2 262, d.,,, —d is --mly fm "I --&= V%WA - — ----------------------- ---------------- ..... ---------- SAND NW &ANDY SILT. ixmbtdd,d, 3' 50.41 ovud bmw% SILTY SW' A.. blak WgW- i- ft si"Y ML I-yas- ------------------ -Oisriw-w; Sm i— 5-4. ---------- ------------------------------------------ (;.y SILTY SAND ith mimr Smvel, d=P, v" dmm dmk 20-25% Sm fin", W� wAjbtim bwWs (GLAOALTILL). 5 15.9 4 z 0 m a m 0 0 80 c m IT! c 0 -n ,n M m ao—) 0 0 c: M 0 Z .q� X z z 9 0 m Jun 22 OS 01:43a BILLIE LUNSFORD 42S 673 Sol$ p.22 06/1712005 02!51 425649975B GEOGRO.LP.. PAGE 22 z 0 4 0 m a rn c m 0 80 a 3: m m ,0 c > 0. "n -q 3: m M 0 0 M 0 � Fn- X -4 z 3: 0 m CITY Copy Geotechni IlEnginsers,Geologists Group Northwest, Inc. NEnvironmentat Scientists RECEIVED August 29, 2005 G-2058 NOV - 8 2005 Mr. Dave Friend DEVELOPMENT SERVICES CTR. The Healey Alliance PS, Inc. CITY OF EDMONDS 1239 - 120' Ave NE, Ste. E Bellevue, WA 98005 Subject: Geotechnical Plan Review Nalund Short Plat (Lot 1) 224XX - 96" Avenue West, Edmonds, WA Ref. I . Plan Review Comments, dated August 8, 2005, by Jenny Readwin, Plans Examiner. 2. Geotechnical Report titled, "Limited Geotechnical 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, 10329): Sheet No Description Date Rev i, R—ev Z Site Site Plan 8-24-05 I Foundation PIn 8-24-05 2 Main Floor Plan 8-24-05 3 Upper Floor Framing Plan 8-24-05 4 Upper Floor Plan 8-24-05 5 RoofPIan 8-24-05 6 Elevations 8-24-05 7 Elevations 8-24-05 8 Details 8-24-05 --- General Notes Undated 4. Structural Plan Sheets, by Structural Design Associates S-1.0 Structural Details 6-18-05 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 engineering report. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8767 TAX 4261649-8758 z U3 -4 a 'M, m -40 0 C -4 K i� X M ,0 0 -n n 2) in in 0 U; 0, M 0, M Z 0 -4 z z in Geotechnical Engineers, Geologists oup Northwest, Inc. & Environmental Scientists February 20,2006 G-2058 Mr. Charlie Nathan Nalund & Associates, Inc. 9792 Edmonds Way, #266 Edmonds, WA 98020 SUBJECT: SUBSURFACE DRAINAGE PROPOSED SINGLE FAMILY RESIDENCE 22415 - 96TH AVENUE WEST R E: C I V EDMONDS, WASHINGTON 2006 Permit No.: 2006-0039 DEVELOPMENT CITY SERVICES CTR. OF EDMONDS Dear Mr. Nathan: 'notice requiring correction was issued by Mr. Mike Snook with the We understand that a permit City of Edmonds Building Department. The permit notice dated February 16, 2006 requires that you provide the following: "Submit special inspection reports for footing/foundation drains, as noted on approved plans or provide a letter from the geotech of record stating that the footing/foundation drains are not required." Based upon our discussions with Todd Zuanich, your representative at the project site, and our site visit on February 17, 2006 we understand that footing drains have not been installed for the new house. The majority of the exterior foundations have already been backfilled. Mr. Zuanich requested that we evaluate the project site and determine if footing drains are required based upon the observed site conditions. Our geotechnical engineering study for the project site dated June 17, 2005 recommends that footing drains be installed and be tightlined to a stormwater system. Mr. Zuanich has informed Geo Group Northwest, Inc. that the City will not permit footing drains to be discharged into the existing site stormwater detention system. The project site soils consist of silty SAND, glacial till soils which are relatively impervious to moisture infiltration and groundwater transport, however, perched groundwater lenses are 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 4261649-8767 FAX 4261649-8768 z 9 il, 0 in 0 0 in m z z O"n n X m m 0 in 0 Z 7`1 X z -4 3: 0) z 9 0 in M , February 20, 2006 G-2058 22415 - 96" Avenue West, Edmonds, Washington Page 2 sometimes encountered within the glacial till layers. At the time of our geoteclinical engineering study we encountered a slight amount of seepage at a depth of 3.5 feet below ground surface near the eastern adjacent building. This seepage was located stratigraphically downhill from the subject building foundation at the adjacent building. No seepage was encountered at the subject building location, Test Pit #TP-4 during our subsurface investigation. During our site visits on February 17, 2006 and our footing subgrade inspection on January 27, 2006 we observed no signs of groundwater seepage at the subject building pad excavation. The building has supported wood floors except at the garage which will have a slab -on -grade floor. The building finish floor elevations are higher than the adjacent exterior grades. The building foundations range in depth from 3 to 5 feet below the finish grade surface elevation. Due to the depth of the building foundations, potential footing drains cannot be tightlined to discharge at the ground surface on the project lot without the use of a pump system. It is our opinion that a drywell infiltration system would not allow for infiltration as the site soils are relatively impermeable. Based upon the observed site conditions and careful consideration of all the issues discussed above it is our opinion that the proposed footing/foundation drains are not required. Should you have any questions, please do not hesitate to call at (425) 649-8757. Sincerely, GEO GROUP NORTHWEST, INC. XM C Adam Gaston Staff Engineer a 20114 hang, P.E. VAL William C Principal cc: Mr. Mike Snook City of Edmonds, Building Department 1215' Avenue North Edmonds, WA 98020 GEO Group Northwest, Inc. Om co m 0 80 C 7- in Mz '0-1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. evi5io Y, POU5E N CITY COPY R'EFcomoj ID A END or rEN6F 15 o.!� LLO 0 /N. EDGE OF CONC, RET. OAL)ZLIGN LL FENCE COR. Is 0.3"1- N. A L_ qA I OF FRQP� LINE —PARALLEL 0 51 E Sela*22*40"E 201,64' (PLAT) P k= ..05 C3 w0lu UJI ui zz OL 0.6,./- W. OF PROP, CORI 585 22'24'E 701,513'(CALC'D ull 0 1 1 -T- A 12" CEO R cy- 86,14' 10' CEDAR )VE a* CEDAR *6 -EDAR I RErl 'RETE k, SETBAC�— WALX r LOT 2 EMOVE i a -50 1 WE FRUIT LO INS 1.113-/ FT; ; i 12" Sf �RUCE .1 /1,T&W-5 FT- I I ; / u INTO - -------------- "ROP05ED 511DENCE I�q RE I 4 M IL Ij F. (TO BE REMOVFD S Es To 751 v E WITH19 DAYS LOT % L rL ------------------ 5v R A UNIT -T 48*-0" t_ 4 C3 114 RE 01 L21 V: 6 �O 5 CHEzRY 'E U I I EAr. I' yT (2,S-I-/- SQ� FT.)] V-1F - --%--r ------------ 5ETBACK 81.44' 6DESS -SIGN D -C-1 N130 &23' 202.29"(1-ALCD) r N66'22'40*111 202.33' (PLAT) rrd �V f--VIA m- REOUIF ED 41PA WED BY Pl. DRO'IYOF %Fr /D.-5 WOU.E IzEr-TANOIT- t-fiam cA ALL BY Ef"'GINEERMNG, Zone Come ]a t;,A-N" VOWT- 301, 4 CoWbERS or- PROP ,Go BWGi ITE E3ENCWMARK il"E- lr4�Cqb YYle-nc(ojj-jOn_r-., /- E SUB __Jf� AbacKs Req�ired AdI[W .- .-- NAL IN UTILITY POLE 0-c ACTUAL EL .�.7 IEET REWIREMENT) Oate:-- — % R on tdJ EFERENCE EL.- loo.00 DATUM FT, (PER EDMONDS Soffue LOT DE' 2q 2 rolvis &�qq -z a ILDI 4G DEPARTMEN, LOT a2 u C11) OF EDMONDS Odmi o e) F`-o"� 34-1 c MTEW �15;rok-r rF; Height Calculation Worksheet Date Permit N.mbT, Oc)6G- ��T35 Address 1/5 1� 4A, �,J inspector 61*-�. Average Gra de z Max Height (25'+Ave.) M Actual Height (A+B+Q M 0 -40 0 C M 0 -n M 0� =(C M 0 0 Fn C 12, t 2- ;a z 0 z M Elevation of transit above Datum (B) Datum C Elevation (A) k 1/tenili/building/foriiis/liciglit work-shect JAN-24-2007 11:31A FROM: 4257717105 TO:4257710221 P.2 ..... PER.MIT#: . . . .. . EXPIRES: 7, / CitY of Edmonds ISSUED: / SC RD MUST BE POSTED ON SITE AND AVAILABLE TO THE INSPECTOR Owner: — Sallack� far Site Adtims: Front Zone, Rear: Side.- Haight: P,oj.rt:. Inspections 81 ENGINEERING MOBILIZATION AND EROII" L�Tjo.j MWF (425) 771�0220 x1326 Met- BE APPROVED PR 'ORMCONIMENCEM&N-rOPADDIPIONALW.. , hr, hIIi hIIi -------------- Daftno ----------------- .1MV ('i e.1k, dri— W.W S-i�e ------------ ------- -------- z p-nit Side Se- ----- -------- --- -------- 0 pornait # MON. f-Wa On 'A. --------------------- #2 SITEIDEMOLITION f-D—lin.o Mbestos SAPCA Pamir gap� S.VNr CA Cl--D.d SitatFinal --j 3: 03 FOUNUATION 0 M C ------------------------ M Fo fin S 0 F .. online Wall P.'., ----- ---------- ---------- 0 C R.tni '. W., I ----------- I -------- --- M SI.h I-Imi.e N4 PL BIN Groner! W.,k ----------- M pto. ff'Nct4'v�' ROD h In Gren. Fk, ... -------- ------------ --------------------- c: E: d 05 PUBLIC WORKS C.- C-wi.' C.Dow (425 771-023S 06 MECHIHVAC GRATWIpi P 'I E - ---------------------- 0 -n 117; -Wgii= ui '"rof R Exterior Sheathin -4 3:9 -------- ----------- MM Rim FI..' Foo.in Emin C 0 0 Hti h(ChI,CK IZ-7, C NO INSULATE/ CAULK Wall (-LY--F TO-13. a\ -a - - Q 0 Floor 4 b; t z -Sc� #10 F Rr I' HWrtot (425) 771-0215 -MC — — — — ---- — ------------------------ ------------------- :E > Fire Poo ,Ii - syrtm z -I Add-ine vi�nhim� --------- ---------- 3: FIN PR IECT APPROVALS vi En incerin z S..., Di I ion W.I., D11 I 1 0 PIR-to M fhar FINAL OCCUPANCY APPROVAL �ILDIN?; INS;;TOIU—I I M/77t I I I �Ijf 15 NOTTO 139 OCCUPIED PERVDC40, UNTIL ALL AI!EI.IQA!gLE A Fit Call (425) 771-0220 A333 for BUILDING INSPECTIONS I Rd K�, Jill,: 9 (OCC U-Pan CY DEP F B- OL:VGS 0 T 00 PER INTE AAL RESIDEN IAL FSECTION R110 AT:— 22415 96" Ave W 71 ---,,BuIIdIn9�6f,,.it#:— 2006-0039 % Occupancy established by this Certificate:— R3 Dwelling Uni No. Stories: 2 Baseman' N/A Tyne of Constr4ctIon:-- VB R Owner of building: '6d and approved complying with the requirements of the The Inale Family Residence at 22416 - 96'" AWWRi 1 2003 edition of the International Residential Code as R�� and division of Occupancy and the use for which the proposed occupancy is classified, Issued this 3 day of January, 2007 Chief Building Official By: Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. goo— AW -1111110 Permit Inspection Details Permit: BLD20060039 PERMITT; S Ine. . lou - . 12--torrinTightl MPIdtd?r Y 02/1612006 Hawkins 0 Need connection to storm system. OK to Backfill. N 0212112006 Sibrol 0 TIL connected to storm stub. y Total Time: 0 1077-E-EngineeringlFirrial. Com at6!,,:;: pl 11/161i606 Sibrel 30 OK to Final. Charlie Nathan to sign papers with Lyle regarding installation of required SN/ y down the street. Total Time: 30 1106 . B-Setbacks Complete?, - Y,� 0210612606 MS 20 SETBACKS APPROVED PER STRUNG PROPERTY LINES y Total Time: 20 02106/2006 MS 20 SETBACKS APPROVED y Total Time: 20 Y", 02/08/2006 MS 20 FOUNDATION APPROVED y Total Time: 20 1112'2�613mFirst,Floor,Frliigilii frig, -comp �1 03/16/2006 MS 20 FIRST FLOOR FRAMING A PPROVED y Total Time: 20 1126 ;��,B: -13,1mild-Rough In C I It ?, p �Y 0610512006 MS 20 PLUMBING ROUGH IN APPROVED Y Total Time: 20 as 11 M-6'I6mG .7rae4plpe;,,,'� L C wiw666 Ms 20 GAS TEST AND PIPING APPROVED y Total Time: 20 04114/2005 MS 20 EXTERIOR SHEATHING APPROVED y Total Time: 20 B-Height Ver cat on, 1140 x, I t ? OTP 0,0 06/0512006 MS 20 HEIGHT APPROVED y Total Time: 20 1142.w B-Framing Complete?' 'Y� 06112/2006 MS 30 FRAMING APPROVED y Total Time: 30 11144�� BaWajj losulatlim/didlik Complete Y, - 0611212006 MS 20 WALL INSULATION APPROVED y Total Time: 20 I U6 - B-Floor Insulation/Caulk Corinplelt6�� Y,:�, 06112�2006 MS 20 FLOOR INSULATION APPROVED y Total Time: 20 1148 - B-Celling InsulationfCaulk Complete?, :8 11�07/2006 Snook 0 y Total Time: 0 1150 B-Sheetrock Nall Complete? YL 06/15�2006 MS 20 SHEETROCK APPROVED y Total Time: 20 7/2/2009 10:57:33 AM Page 1 of 2 z 0 M C m M 0 C Im Im z C > z 0 -n -4 x m IT a 0 0 C C rj) Q 0 Z r- z z 0 0 1111 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. f 9 V t E, lo z w OF z z ff , FOUNDATION: Footing...................... wall . . . ............ Pier/Porch ............. Retaining Wall Slab Insulation .......... PLUMBING: Underground ............. Rough -in Commercial Final HEATING: GasTest .............. ivz Gas Piping ................. Equipment ................. Commercial Final EXTERIOR SHEATHING NAILING ... m ck ............. ............ M_� 0 FRAMING ............ . ............. FIRST FLOOR FRAMING VV-I& INSULATION ............. Floor Insulation Wall Insulation Ceiling Insulation SHEETROCK NAILING SPECIAL INSPECTION LP MISCELLANEOUS FINAL APPROVAL FOR OCCUPANCY .................. '00" z 9 0 ITI -4 "n C ITI IT 0 0 80 C M M z jo -I z 0 n M M 0 0 0 C cf) K (a Q 0 z z z 0 4 0 171