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17122 69TH PL W.PDF111111111111 5316 17122 69TH PL W ADDRESS: 1-71 a J �a I"I PL LA) TAX ACCOUNTIPARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): n-7 q o"'Z- COVENANTS (RECORDED) FOR: '0200 Lpx�) CRITICAL AREAS: �60 / — OCIS DETERMINATION: n Conditional Waiver Otudy Required F] Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: 'b PERMITS(OTHER): PLANNING DATA CHECKLIST DATED: <dLl SCALED PLOT PLAN DATED: 13 co SEWER LID FEE S: LID #: SHORT PLAT FILE: 02 00 (� 0 00 q �5 LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: OTHER: 1 /5 /0 b LATEMP�DS'rs\Fonns\Strect File Checklist.doc -41w— X 4 ion I - 5EVqER EJECTOR PUMP / BA51N d PER OVINERS SPEC5. /Setbac LOCATED IN CRAV�1-5PACE SILT FEN E SE R EJE TOP PU P / BA51N TOP ELEV. = 3-10.6' CITY 5T . DE ront 3 5EE PLUMB(N6 56HEMATI65 u VE LOVq LARM LOV41ER e., C LOPSIEST FIXTURE 0 3-74.30' 5T 312 er A. 4* PVC T*HTLINI 13 to 03, TO 5TORM 5YSTI 51.4 -'IJB 5-16 5TAIR 378-- 'K A 368 15 -5644 36;2 T T 11 �CO�6. LANDIN6 DECK! 380 �60,N6. LANDIN&I 580- PRO POSED", —RE5-1-pb (E CL 77- I iq 19' 5LOPE 82' A' PCX 3-12 U. t N 588-7 CON5,'RUCTION! ENTR, �NCE'PER ROOF CITY 5TD;DETAII- 6AkA6i=- L,01^ER 3-14.50 -74 r -p F. F. 6-A-FW6 E ---------- .."OVERHAN6 362 �,384 7� 1z LOF?E D TE q96 . COV. J. 3130 554 2 �L 7= r ?5� B. 0 86 "L:L V 0 < 35(a tl&X- HT 3b �4 LAN05CAPE LAND5(,--APE m3l, R6c6KERY - - ROGKERY D0c)0cYDc)D0c0c= cv 3F�h 'N -'!'H 25.00"1 02*13'(53 77 FH. -'-STUE3 I.E.= 5,7,7.L&VrM)Vt:U -A, —3f i 57 j SANITARY 0 r 71 '44 (ocITH FL. N. 16-- Date: 0 E30TTOM OF LONER 0 MH 'B" FOOTINO o 364.5' G) 55 55 21 cmu 5HOf;ZT PLAT RIM = 356.15q, IE. IN 37-13cl' ER05ION (�,ONTROL MEASURE5 TO LOT r:xis,nw7 6FAm BE MAINTAINED. lcp,4.2!s PPOFO-leD GRAVE ORIGINAL &PLADE 0 FOR HEIGHT CALCULATION 5iTrz PLAN 660"L W07m SCAM 11 20�w 51-EET cl6tv. P--ft, THE MEADOPOALE 111 11644 W r ,i,W,r: re,.%Wrw- LOT 9 OF PLAN 5051 (425) 620-4111 6101 S-K V2714 AUG 4 2006 ADORE% 11122 64th Pl. PI - Sulj fw Twat EPHONDS, KA- -mcwll MAin n AFkTM'E W-m 11122 (2,qth Pl. H EDMONDS, HA, PARCEL NUMBER 0101-73-000-005-00 LOT AREA: 10,425 SGUARE FEET BENCHMARK (E3M): RIM OF SANITARY 5ENER MANOOLE 13", ELEVATION 356hel'PER EN16iNEERIN& 1DRAKNOS. 6RADIN6 PLAN: CUT: 310 6U. Y05- FILL: 400 CU. YD5. BALANCEP ON SITE. AVERAOE LOT SLOPE EAST TO NE5T 556.0, - 35(b'O'= 50.0' 50.0 VERTICAL FEET 2cl,l% SLOPE IOE3.0 LINEAR FEET HE16HT !�,ALGIJLATION A= 3-7-7.6' [3= 564.4' G= 5e55.2' V= 3,7q.3' 1504.5'/4= 3-7ro,12' AVERA&E EXISTIN6 GRADE 3-76.12' MAXIMUM DUILPIN6 HEIC7HT 401.12' (259 ACTUAL BUILDINO HEI&HT 400.-7cl' MAIN FLR. ELEV. 3b4.35' LOT 60VERA6F: (PROPOSE[?) RESIDENCE 2,262 SGUARE FEET 6ARA&E (OLICI 5OUARE FEET COV. AREAS 52 SQUARE FEET DECK 152 5GUARE FEET 5,1( 5 SGUARE FEET (30.4%) TOTAL 35% MAXIMUM LOT Co\,/ERAr--E IMpERVIOU5 AREAS (PROPOSED) RESIDENCE 3,523 5GUARE FEET (H/ 0\/ERAHN&5) DRIVE, HALK 4 DECKS (( e)-76 5GUARE FEE�T TOTAL �4,5-lq 5GUARE FEET (42.2%) REFERENCES .. RECORD OF SURVEY OF TH15 PROPERTY BY CH5 ENOINER5, ING., UNDER REGORDIN6 NO. 200505145001, . . - . . - 11 - - M .� I A I A C-Ll It, ir-7-ntJ t) I L I t- r- NC, t:: f- L7 K GITY 5TO. DETAIL GON5`TP,Ur-�TION ENTRANGE-- PER GIT"r STD, DETAIL 382 5b4 1 '3 FINAL SLOPE 5TA131LIZATIO FINAL 5LOPF-5 TO BE FULLY LANDSCAPED LAND5GAPINry TO 13E MAINTA-INE0.5y. 1- OMEOHNER. 0 1 0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 9/15/2006 "4' Parcel No: 01017300000300 PROPERTYOWNER' APPLICANT CONT&%CTIVA R H HOOVER INC R H HOOVER INC R H HOOVER INC 16300 MILL CREEK BLVD STE 108 16300 MILL CREEK BLVD STE 108 16300 MILL CREEK BLVD STE 108 CONTACT: CATHY PATTERSON MILL CREEK, WA 98012 MILL CREEK, WA 98012 MILL CREEK, WA 98012 425-4 18-7908 425-418-7908 425-4 18-7908 LICENSE #: RHHOO**313LZ EXP: 11/1 /2007 JOB DESCRIPTION NEW SFR 1691SF L)OWER, 21%SF MAIN, GARACE698SF, COVEREDPORCHES 52SF,DECK440 SF. VALUATION: $390,487 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: Y CYDS: 417 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: Y OCCUPANT GROUP: R3 OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 2003 OTHER: N ------- OTHER DESC: ZONE: RS-20 NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS: I BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 ISTFLOOR:2196 2ND FLOOR: 1691 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 698 DECK: 440 OTHER: 52 FRONTSLTBACK SIDESErBACK RF--kR S L-FBACK REQUIRED: 25 PROPOSED: 25 IREQUIRED: 10 PROPOSED: 13 �U�IRED 20 PROPOSED: 23 HEIGHT ALLOWED:25 PROPOSED:24.7 IREQUIRED: 10 PROPOSED: 10 1 SETBACK NOTES: Zone is PRD-02-40. Erosion Hazard area requires landscaping per Cornerstone Geotechnical Inc. report dated 1/6/05, page 7. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. TFAAPPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL 0R\HlSfHER DEPUTY AND ALL FEES 4RE PAID. Print Name Date ATTENTION Released ITIS UNLAWFUL TO USE OROCCUPYA BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.UBCI09/ IBCI 10/ IRCI 10. ARCHIVE APPLICANT ASSESSOR [40/THERI�r 0 0 STATMISSUED BLD20060792 CONDITIONS REQUIRED SPECIAL INSPECTIONS FOR THIS PROJECT: 1) SOIL BEARING VERIFICATION 2) PLACEMENT OF FILL AND COMPACTION 3) CONSTRUCTION DURING WET WEATHER 4)GRADINGEXCAVATION 5) ROCKERY PLACEMENT Per page 7 of Cornerstone Geotechnical Inc. report dated 1/06/2005, final slopes shall be vegetated and covered with straw or jute netting. The vegetation shall be maintained until it is established. 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. Provis ions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturees 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 e?dended building rectangle. Subject to field check by building department. Hose Bibbs (exterior faucets) are required to have a pernrianently affixed anti-s iphon 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 requ iired on fuel-buming appliances pass ing 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 fine 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 permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1309. Submit all special inspection reports to the City Building Inspector on a weekly bas is. 0 Any request for the modification, variance or other administrative deviation (hereinafter "variance") must be specifically called out and identified. Approval of any plat or plan containing provisions which do not comply with City code and for which a variance has not been specifically identified, request and considered by the appropriate City official in accordance with the appropriate provision of City code or State law does not approve any items not to code specification. 9 Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. 0 Sound/Noise originating firomtemporary construction sites as a result ofconstruction activity are evmpt firomthe noise limits of ECC Chapter 5.30 only during the hours of 7:00arn to 6:00prn on weekdays and 10:00am and 6:00prn on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activites must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. 0 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, em. 1326. I INSPECTIONS 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) BUILDING (425) 771-0220 E-CT. 1333 1 ENGF-4�G (425) 771-0220 EXT. 1326 1 FIRE (425) 771-0215 I PUBLIC WORKS (425) 771-0235 1 PRFTREATMENT(425)672-5755 RECYCLING (425) 2754801 J . E-Erosion Control/Mobilization 0 0 E-StormTightline E-Footing Drain Connection F,Water Service Line FEngineering Final B-Setbacks B-Footings B-Foundation Wall B-Isolated Footings/Piers B-Retaining Wall B-Slab Insulation B-Plumb Ground Work B-First Floor Framing B-Pluffib Rough In B-Gas Test/Pipe B-Equipment-Mech B-E?derior Sheathing B-ShearNailing B-Height Verification B-Framing B-Wall Insulation/Caulk B-Floor Insulation/Caulk B-Ceiling Insulation/Caulk B-Sheetrock Nail B-Building Final P-Planning Final to - 0 PLANNING DATA STREET FILE NAME: P- 4 t4-.v, DATE: ff/+ / - I, SITE ADDRESS: )71z2-- tol- L &.I. PLAN CHK#: PROJECT DESCRIPTION: NAw rts��A,-A& ttvtA 2-19 1, 21 4tL&-m 09'* A4u, 44-o REDUCED SITE PLAN PROVIDED?: (X4 1 No) MAP PAGE: 'qS'7 CORNER LOT: (Yes I�Q FLAG LOT: (Yes ZONING:PRD-02,-+o CRITICAL AREAS DETERMINATION#: Z'X)-43 (4'ri"') Study Required: 1.01- kj'4 f. cafzAwd Vu 4.-A'Z4-� C-1— Ll Waiver QConditional Waiver SEPA DETERMINATION: Ll Fee El Checklist LlAPO list w/ notarized form 31 o LJ(Needed for 500 cubic yards of grading, Shoreline �rea- site within 200 ft. of Puget Sound or Lake Ballinger) U�Exempt SETBACKS: Required Setbacks: Street:. 1.7' Left Side: )0 Right Side: 10, Rear: 7-a, Actual Setbacks: Street: Z5' LeftSide: 13' Right Side: 10' Rear: 2- 3 Street map checked for additional setback required? (Yes /N / DNLO) Ar,�, m .t U DETACHED STRUCTURES: ff" -4 S K.� 13 ROCKERIES: 3' 1--,. �,. m6v-� s,, L3 FENCEsrrRELLISES: /V�- BAY WINDOWS / PROJECTING MODULATION: S STAIRS / DECKS: PARKING: Required: 2- Actual:- 3 '�' 6-04-L LOTAREA: W,42,13` LOT CO hKAUL: 1, 4� + 4o 7 3 453 Calculations. 35-,% BUILDING HEIGHT: - Datum Point: r.- j/- Sz4.�r i., Datum Elevation: 3414',69 Maximum Allowed: �j' (A,'L.1 ?�,Actual Height: .24, & 7. -7,) A.D.U. CREATED?(& Yes) 00 k -rX4-,r b Aiej--4- ki-4 A WC4- bj�,- -;- K A rc 4c�� M-4- SUBDIVISION: Mtp.�AaL esi-AKi PtZD- 2-0ol -4o lor3 LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: OTHER:- V- 2,05 2- Plan Review By: NewBPP1anningDataForrn.D0C 0 ,MOw_1R__b1h_ NO'9(,'E- NO WARRAMY OF ACCURACY, The informatio'i shrrvp on tho attached map was compiled faruse by the City of Edmoz�3, i.' ano consultants. The City of Edmonds does not warr2nt tihu� any'.'1ii,.9 set. forth on the map. Any person or entity requer;1.:,-.0 a cz-PY sh-culf", condud, an independent Inquiry regarding the inforrna�jon C'n thu rrLp, including, but not limited to, the location of any scycr stub snuvjt; Such sewer stubs may or may not e)dst and may or m--lj nct d th'- I"atiori strown, Neither the City of Edmonds nor its ernplov323 or offi..i 6 z� M!i b., liable f or the information given on this map, nor f or any orit repri;serilaiion provided bas�d upon said map z LU 2 LU U) LIJ 0 Q� U) U) LLJ C) C) _j 0- -APPROX. 4' DOWN FROM FDN. WALL 7 5' 1 " PEX PIPE ,THROUGH FOUNDATION- ----69TH PLW---- E,0 !V0 CITY OF ADDRESS: EDMONDS WATERLINE AS -BUILT PERMIT ci - Q), 17199 AQTH P1 IN NO. LD2nnRn7A9 CONTRACTORi HOMEOWNER: SCALE: MEADOWDALE ESTATES MEADOWDALE ESTATES NTS DATE INSPECTED: INSPECTED BY1 _rE DRAWNi DRAWN BYi 11/03/06 1 im 11 /14/06 1 ABILA z w 2 w U) w U) U) w 0 L) IR NCTICE: NO WARRANTY OF ACCURACy The Informatinn S"'n""Fn C-) the Vachad map Was COMPiled forusse by the City of Edmo?-,,,-: i, &Wf consultants. The City.of Edmonds does not set forth 01) the map Any Person 0, wrarmpt ML of sk-"J �ouduc! an in entity requicc::,, c-,,y dependent Inquiry reg&rding the inf th j mapt including, but not limited to, the location c,' stub Isevierstubs may OFMaynot e)dczt and mayor mzy nGt cj,-, aj shown Neither the City of Edmonds nor its emplow.,.,3 or shill be liable for the Information given On this Map, not tora"' represel'ita.lion provided based Upon said map I y orej 1 -CAR GARAGE L't, 17122 2-CAR GARAGE ill a TEST TEE @ T DEEP C/O @ GRADE I PIW/ 0 1 SIDEWALK I E.D* CITY OF ADDRESSi EDMONDS SIDE SEWER AS -BUILT PERMIT 17122 69TH PL W NO. ENG20060313 CONTRACTORi HOMEOWNERi SCALEj xxxxx HOOVER HOMES INC NTS DATE INSPECTEI)i INSPECTED BYi DATE DRAWNi DRAWN BYi 10-25-2006 JH 1 08-06-07 1 J.TRIEU Wft, Zd*, 7"AdNk— —.921kb-- —AdOl— --AdMMfthk-- S C710lot N 10, DEPA ' RTIVItNTi 00'B"U I LD.!NGS PER INTERNATIONAL RESIDENTIAL CObE.SECTION R110 AT: 17122 69th Place W ..-Building"Oprmit M 2006-0792 Occupancy established by this certificate: R3 Dwelling Units: 1 'p X No. Stories: 2 Baseme�nk: N/A Type of Construction: VB Owner of building: Sin The -gle Family Residence at 171 -:h ' as, eeninspec e '16"" t d and approved complying with the requirements of the 2003 edition of the International Residential Coft,;4.4 adbpt6d4'- �',thd"C-,Iti(...'fd'f�.�tKe'group and division of occupancy and the use for which the proposed occupancy is classified. Issued this 22 nd day of May, 2007 Chief Building Official By: Any change of occupancy or use requires a building permit and anew Certificate of Occupancy issued by the City of Edmonds Building Official. STREET FILE RECEIVED . JUL 0 5 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington For Hoover Premier Homes 17625-1301h Ave. NE, C1 02, Woodinville, WA 98072 Phone: 425-844-1977 Fax: 425-844-1987 January 6, 2005 Ms. Cathy Patterson Hoover Premier Homes 16300 Nfill Creek Boulevard, #108 Mill Creek, WA 98012 Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington CG File No. 1791 Dear Ms. Patterson: INTRODUCTION This report presents the results of our geoteclinical engineering investigation for your Meadowdale Estates residential development in the Meadowdale area of Edmonds, Washington. Tbe site is located at 6880-172 nd Street SW, as shown on the Vicinity Map in Figure 1. Site development, including grading, road construction, and utility placement, has been substantially completed. We understand that you have purchased all of the building lots, with the exception of Lot 2, for the purposes of constructing single-family residences. The City of Edmonds has required a geoteclinical report for the lots with slopes greater than 15 percent, and you have requested that we evaluate the subsurface conditions of your lots and provide foundation recommendations for the proposed residences. For our use in preparing this report, we have been provided with a copy of a site plan by CHS Engineering, dated September 2003, that shows lot, road, and utility layout. We have also been provided with a Slope Stability Evaluation, prepared by GeoEngineers and dated June 18, 2002, that addresses the detention facility. Additionally, we have been provided with field reports prepared by Sky Valley Testing that document compaction testing performed during the mami earthwork phase of the project. PROJECT DESCRIPTION The L-shaped project site has maximum dimensions of approximately 640 feet north to south and 440 feet east to west. The development consists of a total of 12 lots. We understand that you intend to construct 0 0 Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 2 single-family residences on all of the lots with the exception of Lot 2, which you do not own. Ile provided grading plan *indicates cuts totaling 6,000 cubic yards (CY) and fills totaling 12,000 CY. The grading plan also indicates that fills may be at least 12 feet deep in some areas. At this point in time, site grading has been completed and utilities have been installed. A completed storm water detention vault is located close to the western site boundary. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present L recommendations for site development. Specifically, our scope of services as outlined in our Services Agreement, dated December 23, 2004, includes the following: 1. Review available geologic maps of the area and available project documentation. 2. Explore the subsurface cond] tions at the site with backboe-excavated test pits. 3. Provide recommendations for building foundations, including lateral pressures for retaining walls. 4. Provide recommendations for site preparation and gradi ing. 5. Provide general recommendations for site drainage. 6. Prepare a written report to document our conclusions and recommendations. SITE CONDITIONS Surface Conditions At the time of our exploration, the access Toad (69h Place W) was paved. Site grading was also complete and grass was growing on all. of the lots. The storm water detention vault and utilities had all been completed, but no residences had been constructed yet. A layout of the site is shown on the Site Plan *in Figure 2. Generally, the ground surface slopes downward towards the west at approximately 3 Horizontal to I Vertical (3H: IV). An existing residence borders the southwestern comer of the site and 172 d Street SW borders the site to the south. The rest of the site is surrounded by a wooded area with brush and evergreen trees up to approximately 2 feet in diameter. Cornerstone Geotechnical, Inc. 0 Geotechnical Engineering Report �Meadowdale Estates Edmonds ' Washington January 6, 2005 CG File No. 1791 Page 3 Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. Tlie last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overridmig by glacial ice. During the Vashon Stade, much of the Puget Sound region was overridden by -over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes recessional outwash sand underlain by glacial fill. The site is mapped as being underlain by glacial till (Preliminary Surficial Geol2gic MgR of the Edmonds East and Edmonds West _Qpadrangles., Snohomish and King Counties, Mackey Smith, 1975). The map also indicates the presence of advance and recessional outwash in the general area surrounding the site. Our site explorations encountered glacial till, recessional outwash, and fill. Glacial till, commonly referred to as "hardpan," is an unsorted mixture of sand, silt, and gravel that is deposited at the bottom of a continental glacier. As a result of having been consolidated under the weight of the glacier, glacial till exhibits both high strength and low permeability. Alluvial sand and gravel deposited by glacial melt water during glacial recession is known as recessional outwash. In contrast to glacial till, recessional -outwash has not been- glacially consolidated. Explorations Subsurface conditions were explored at.the site on December 28, 2004, by excavating a total of five test pits. The test pits were excavated to depths ranging between 0.5 and 11.0 feet below the ground surface. The explorations 'were located 'in the field by a representative from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. Ile approximate locations of the test pits are shown on the Site Plan in Figure 2. . The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented 'in Figures 4 and 5. Subsurface Conditions A brief description of the conditions encountered in -our explorations is included below. For a more detailed description of the soils encountered, review the test pit logs in Figures 4 and 5. Cornerstone Geotechnical, Inc. �Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 4 Our explorations encountered glacial till, recessional outwash, and fill. Test Pits 3, 4 -and 5 were excavated in -cut areas and all encountered very dense till within one foot of the surface. Test Pits I and 2 encountered approximately 4.0 and 5.0 feet of fill, respectively. Beneath the fill, Test Pit I encountered recessional outwash. Test Pit 2 encountered a layer of topsoil underlying the fill. The topsoil layer was underlain by weathered glacial till becoming glacial till. It should be noted that loose soils in the areas of Test Pits I and 2 extend at least 4.0 and 6.0 feet below the ground surface, respectively. Hydrologic Conditions Shallow grou nd water seepage was encountered in Test Pit at a"depth of approximately 1.0 foot. We consider this water to be perched, and associated with surface runoff. The on -site till, in particular, is considered poorly draining. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on top of the till layer. Perched water does not represent a regional ground water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. Erosion Hazard The erosion hazard criteria used for determination of affected areas 'includes soil type, slope gradient, vegetation cover, and ground water conditions'. The erosion sensitivity is related to vegetative cover and the specific surface soil types (group classification), which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area Washington by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The site surface soils were classified using the SCS classification system as Unit 5 (Alderwood— Urban Land Complex). T'he corresponding geologic unit for these soils is till, which is generally in agreement with the soils encountered in our site explorations. The erosion hazard for the soil is listed as being slight for slopes less than 8 percent. The moderately -sloping portions of the site may encounter higher levels of erosion, but not to such a.degree that the site would be classified an erosion hazard. Best management practices 03NPs) and applicable codes should be f6llowed during site grading to limit potential for erosion. We do not expect this site will require unusual or extreme erosion management methods. There are no water bodies adjacent to the site. Cornerstone Geotechnical, Inc. 9 0 Ge ' otechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 5 Seismic Hazard The site is classified based on its overall soil profile using Table 1615.1.1 of the 2003 International Building Code (IBC). Site conditions best fit.the EBC definition for Site Class C ("Very dense soil and soft rock"). The IBC provides parameters and coefficients to be: used in seismic design based upon this site class. Additional seisrm'c considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The underlying dense till is considered to have a very low potential for liquefaction and amplification -of ground motion. CONCLUSIONS AND RECOMAMNDATIONS General It is our opinion that the site is compatible with the planned development. The underlying medium dense to very dense glacial till deposits are capable of supporting the planned structures and pavements. We, recommend that the foundations for the structures extend through any topsoil, fill, loose, or disturbed soils, and bear on the underlying medium dense to very dense, native glacial till, or on. structural fill extending to these soils. Based on our explorations, we anticipate these soils will generally be encountered at typical footing depths in the cut areas of the site. Fill encountered in Test Pits 1 and 2was loose. As a result, areas of fill may need to be over -excavated and properly compacted. Alternatively, foundations could be constructed to extend through th6 loose soils. The Soils likely to be exposed during construction are highly moisture sensitive and will disturb easily when wet or during wet conditions. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Site Preparations and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense to very dense native soils in pavement and building areas. This material should be removed from .the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a Cornerstone Geotechnical, Inc. Geotechnical Engineering Report -Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 6 firm, non -yielding condition. Areas observed to pump or weave should be repaired prior to placing bard surfaces. The on -site glacial till likely to be exposed during construction is considered highly moisture sensitive, . and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. We recommend that eartbwork be conducted during the drier months. Additional expenses of wet weather or winter construction would include extra excavation and. use of imported fill or rock spalls. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by defiriftion, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field - monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. Materials: - Imported structural fill should consist of a good quality, free -draining granular soil, free of org anics and 'other deleterious material, and be well graded to a maximum size of about 3 inches.. Imported, all -Weather structural fill should contain no more than 5 percent fines (soil.finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4-inch sieve. The use of on -site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10-inch-thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying buildmig areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as Cornerstone Geotechnical, Inc. 9 0 -Ge,otechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 7 determined by the ASTM D 1557 compaction test procedure. Fill more than.2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily co'nipactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attai the desired degree of compaction. Temporary and Permanent Slopes Temporary cut slope stability is a ftinction of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. We anticipate cuts for the daylight basements of your proposed residences. For planning purposes, we recommend that temporary cuts in the near -surface weathered'soils be no greater than IH: IV. Cuts in the fill should be no greater than 1.5H:IV. Cuts in the dense to very dense till may stand at a 0.75HAV inclination or possibly steeper. If ground water seepage is encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 214: IV. Lightly compacted fills or common fills should be no steeper than 3H: IV. Common fills are defined as fill material with some organics that are "trackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Cornerstone Geotechnical, Inc. (9 -Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 8 Foundations Conventional shallow spread foundations should be founded on undisturbed, medium dense to very dense, glacial till, or be supported on structural fill extending to those soils. If -the soil at the planned bottom of footing elevation is not medium dense to very dense, it should be overexcavated to expose suitable bearing soil, and the excavation should be filled with structural fill, or the footing may be overpoured with extra concrete. For residences planned to be built,on sloping ground, we recommend a minimum horizontal distance of 10 feet between the bottom of the footing and the slope face. Footings should extend at least 18 inches below the lowest adjacent finislied ground surface fbf..frost protection and bearing capacity considerations. Minimum foundation widths of 16 and 20 inches should. be used for continuous and isolated spread footings, respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 2,000 pounds per square foot (psf) be used for the footing design. International Building Code (IBC) guidelines should be followed when considering short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than I - inch total and V2.-inch differential between footings or across a distance of about 30 feet. Higher* soil bearing values may be appropriate for footings founded on the unweathered till,and with wider footings. These higher values can be determined after a review of a specific design. Lateral loads can be resisted by friction between the foundation and subgrade soil, and by passive soil resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be poured "neat" against undisturbed soil or backfilled with clean, free-drainmig, compacted structural fill. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. We recon-imend that an equivalent fluid density of 225 pounds per cubic foot (pcf) be used to calculate the allowable lateral passive resistance for the case of a level ground surface adjacent to the footing. An allowable coefficient of friction between footings and soil of 0.45 may be used, and should be applied to the vertical dead load only. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. Cornerstone Geotechnical, InC_. E Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 9 Lateral Loads The lateral earth pressure acting on retainmig walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement that can occur as backfill is placed, and the inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained from movement by stiffhess or bracing are in An "at -rest" condition. Active earth pressure and at -rest earth pressure can -be calculated based on equivalent. fluid density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf) and 55 pcf, respectively, may be used for design for a level backslope. Equivalent fluid densities for active and at -rest earth pressure of 45 pounds per cubic foot (pcf) and 75 pcf, respectively, may be used for design for a 20 degree backslope. These values assume that the on -site soils are used for backfill, and that the wall backfill is drained. The preceding values do not include the effects of surcharges due to foundation loads, traffic or other surface loads. Surcharge effects should be considered where appropriate. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to deterniine the base friction when supported on the above recommended foundation subgrade preparation alternatives. An equivalent fluid density of 225 pcf should be used for passive resistance. The friction value does not incorporate a safety factor. A safety factor of 2 is applied to the passive pressure to limit movement. All wall backfill sbould'be well compacted. Care should be� taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting with small, hand -operated compactors. Slabs -On -Grade Slab -on -grade areas should be prepared as recommended in the Site. Preparation and Grading subsection. Slabs should be supported on medium dense to very dense native soils, or on structural fill extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free -draining coarse sand or pea gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. Cornerstone Geotechnical, Inc. -Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 10 Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. Final site grades should allow for drainage away from any buildings. We suggest that the finished ground surface be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away. firom the buildings. Surface water should be collected by pennanent catch basins and drain lines, and be discharged into a stormdrain system. We reconunend that footing drains be used around all of the structures where moisture control is important.. The underlying till will pond water that accumulates in the crawl space. It is good practice to use footing drains installed'at least I foot below the plarmed finished floor slab or crawl space elevation to provide drainage for the crawl space. At a minimum, the crawl space should be sloped to drain to an outlet tied to the drainage system. If drains are on-ftted around slab -on -grade floors where moisture control is important, the slab should b,e a minimum of I foot above surrounding grades. Where used, footing drains sbould.consist of 4-ineb-diameter, perforated PVC pipe that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tiglitlines leading to an appropriate collection and discharge point. Crawl spaces should be sloped to drain, and a positive connection should be made into the foundation drainage system. For slabs -on -grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. MONITORING We should be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. USE OF THIS REPORT We have prepared this report for Hoover Premier Homes and their agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and Cornerstone Geotechnical, Inc. Geotechnical Engineering Report, 'Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page I I estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our work does not include. services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations 'in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our work, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared No other conditions, expressed or implied, should be understood. nom Cornerstone Geotechnical, Inc. 0 Geotechnical Engineering Report 'Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 12 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. '4 Jeff Laub, LG Project Geologist 1EXP1JtES 081161,94- Rick B. Powell, PE Principal PAO:JPL:RBP:nt Three Copies Submitted. Five Figures Cornerstone Geotechnical, Inc. pmm�wo-5 CL >1 4-j C) --a w w C.0 r- V— CV Cl) C/) (D C/) LU 0 ca LL 0 _0 cu (D > 0 0 E z .2 LL. 1— r— r— co cn m CN 00 co -- Ol U') Ln C*4 CL C� LLY z (1) C.2 0 = :E; C> m 14W L) L6 MCI) IC04 r- 0 (1) C(D hm , 0 J; Site Plan'. N LEGEND TP-1 Number and Approximate Location of Test Pit 0 100 200 .. ......... --- ---- Scale 1 100' Reference: Site Plan based on scanned site plan by CHS Engineering, dated 09/2.003. Cornerstone Phone:.(425) 844-1977 RH Hoover - Meadowdale Estates Fax: (425),844-1987 ia Geotechnical, Inc. File Number Figure 17625-130th Ave NE, C-1 02 - Woodinville, WA - 98072 1791 2 Unified Soil Cidssification System MAJOR DIVISIONS GROUP GROUPNAME SYMBOL GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50% OF COARSE FRACTION GRAVEL SOILS RETAINED ON NO. 4 SIEVE WITH FINES GM SILTY GRAVEL 6C CLAYEY GRAVEL MORE THAN 50% RETAINED ON number 200 SIEVE SAND CLEAN SAND Sw WELL -GRADED SAND, FINE TO COARSE SAND SID POORLY -GRADED SAND MORE THAN 50% OF SAND COARSE FRACTION PASSES NO. 4 SIEVE WITH FINES SM SILTY SAND SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT FINE - CL CLAY GRAINED LIQUID LIMIT LESS THAN 50% SOILS ORGANIC . OL ORGANIC SILT, ORGANIC CLAY MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTIICITY, FAT CLAY LIQUID LIMIT 50% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on Dry -Absence of moisture, dusty, dry visual examination of soil in general to the touch accordance with ASTM D 2488-83. 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487-83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils, and/or test data. Cornerstone Phone: (425) 844-1977 Unified Soil Classification System Geotechnical, Inc. Fax: (425) 844-1987 17625-130th Ave NE, C-1 02 -Woodinville, WA* 98072 Figure 3 LOG OF EXPLORATION DEPTH usc SOIL DESCRIPTION TEST PIT ONE 0.0-3.0 SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, MOIST) (FILL) 3.0-4.0 SM DARK- GRAY SILTY FINE TO COARSE SAND WITH TRACE GRAVEL AND ORGANICS (LOOSE, WET) (FILL) 4.0-10.0 SM GRAY SILTY MEDIUM TO COARSE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, WET).(RECESSIONAL OUTWASHIFILL?) SAMPLES WERE COLLECTED AT 3.5. 8.0 AND 10.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 4.0 FEET TEST PIT WAS COMPLETED AT 10.0 FEET ON 12/28/04 TEST PIT TWO 0.0-1.0 SM DARK BROWN TO BLACK SILTY SAND WITH GRAVEL (LOOSE, WET) (TOPSOIL/DUFF) 1.0-5.0 sm GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, WET) (FILL) 5.0-6.0 SM DARK BROWNTO BLACK SILTY SAND WITH GRAVEL AND ORGANICS (LOOSE,'WET) (TOPSOIL) 6.0-10.0 sm RED -BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO MEDIUM DENSE, MOIST) (WEATHERED TILL) 10.0-11.0 SM BROWN -GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (TILL) SAMPLES WERE COLLECTED AT 3.0, 5.0, 9.0 AND 11.0 FEET GROUND WATER SEEPAGE WAS ENCOUNTERED AT APPROXIMATELY 1.0 FEET SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 6.0 FEET TEST PIT WAS COMPLETED AT 11.0 FEET ON 12t28/O4 TEST PIT THREE 0.0-1.0 sm BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE. MOIST) (FILL) 1.0-4.0 sm GRAY.SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL) SAMPLE WAS COLLECTED AT 4.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 4.0 FEET ON 12/28/04 TEST PIT FOUR 0.0 - 0.5 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL) NO SAMPLE WAS COLLECTED GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 0.5 FEET ON 12/2a/04 CORNERSTONE GEOTECHNICAL, INC. FILE NO 1791 FIGURE 4 DEPTH TEST PIT FIVE 0.0-1.0 1.0-1.5 OF EXPLORATION Usc SOIL DESCRIPTION SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL) SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL) NO SAMPLE WAS COLLECTED GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 1.5 FEET ON 12128/04 CORNERSTONE GEOTECHNICAL, INC. FILE NO 1791 FIGURE 5 ITREET FILE 0 CITY CLERk CITY OF EDMONDS 12i STH AVENUE NO. EDMONDS, VVA 98020 CONFORMED COPY 2006j9i4@735 i PG 0911 12006 4:24r 132 SNOHOMISH COUNT , ASHOINGTON STATEMENT ON ACCESSORY DWELLING UNITS Property Address: 11 Edmonds, Washington Legal Description: 77.7 Assessor'SL Parcel Number: Lj I have read the requirements for accessory dwelling units contained in Chapter 20,2 1. of the Edmonds Community Development Code (ECDQ and understand that an accessory dwel I ling unit as defined in ECDC Section 21.05,015 is prohibited until an Accessory Dwelling Unit Permit is approved, I also understand that an Accessory Dwelling Unit Permit cannot be approved unless all the I criteria in Chapter 20,21 are met, and all the necessary items are submitted, including an affidavit of occupancy and a covenant to be filed with the Snohomish County regarding the regulations imposed on Accessory Dwelling Units. Property Owner Signature: Property'Owner Name (printed): Date:8— ---74 -- alnoA STATE. OF WASHINGTON) COUNTY OF SNOHOMISH) I certify that I know or have satisfactory evidence that CgV4� le2&11� signed this instrument and acknowledge it to be his/her free aad voluntary act for the uses 'and purposes mentioned in this instrument, Notary's pres'sur . e seals must be smudged, ed: k Signature of Notary Public: VA (3 r4 Residing at: LIC My Appointmen 'A A e, 6, Expires: WA S A THI&J4QCU.'tNT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR. ADUstatement 10 0 NrItten dimensions on this dro"Ing 5holl hove pror-odenr-o over scolod dimensions. (�,onto<_tor shall verify oll dimensions, c,onditions, etc!:_ pertolning to the vqork before procceding. The Oviner must be notified of ony vorlotlon5 From the dimon5l,!:>n5 ondlor conditions r�hovqn an those dro"Ings. Any such voriczitlan sholl be ros<:)lv.5-_d by the Ov4nor or to pro(: -,coding iNith the "ork, or the (�,ontr(:;ir-tor 5l%rill ocr_�_-pt Full responsibility for the cost to re<--tlfy some. L-07 5 ADDRESS 1-7122 6cith PI. N EDMONDS, NA. PARGEL NUMBER 0101-75-000-005-00 LOT AREA: 10,425 SGUARE FEET LE6AL DESGRIFTION LOT(S) 126, MEADONDALE BEAGH, AGGORDINO TO THE FLAT THEREOF REGORDED IN VOLUME 5 OF FLATS, PA6E(S) 55, REGORDS OF SNOHOMISH GOUNTY, NA5HIN6TON; EXGEPT THE EAST 200 FEET THEREOF; AND EXGEPT THE SOUTH 205 FEET OF THE NEST 100 FEET THEREOF; AND EXGEPT THE SOUTH 5 FEET OF SAID LOT 126 GONVEYED TO THE GITY OF EDMONDS FOP, ROAD PURPOSES BY DEED UNDER REGORDINC2 NUMBER 25-75256. SITUATE IN THE GOUNTY OF SNOHOMISH, STATE OF NASHIN6TON. VERTICAL DATUM: BENGHMARK (BM): 6RADIN6 PLAN: NAD 551ql PEP, RECORDED SURVEY #20050514500-7 RIM OF SANITARY SENER MANHOLE "B", ELEVATION 5,56.6r-i'PER ENIOINEERIN6 DRANINOS. GUT: 310 GU. YD5. FILL: 400 GU. YDS. BALANCED ON SITE. AVERA6E LOT SLOPE EAST TO NEST 5b6.0' - 556.0'= 50.0, 50.0 VERTIGAL FEET - 2cl.1% SLOPE 105.0 LINEAR FEET HE16HT GALGULATION - LOT 5 A= 5-7-7.6' B= 564.4' G= 555.2' D= 3-7ci.31 15045/4= 5-76.12' AVERA6E EXISTIN6 6RADE 5-16.12' MAXIMUM BUILDINC2 HE16HT 401.12' (259 AGTUAL BUILDINO HEI6HT 4001cf' MAIN FLR. ELEV. E384.55' LOT GOVERAOE: (PROPOSED) RESIDENGE OARAOE GOV.AREAS DEGK 2,262 SGUARE FEET bcici SGUARE FEET 52 SGUARE FEET 152 SGUARE FEET TOTAL 5,165 SGUARE FEET (50.4%) E35% MAXIMUM LOT GOVERA6E IMPERVIOUS AREAS (PROPOSED) RESIDENGE 5,525 SOUARE FEET (NI OVERAHNOS) ra 1�� DRIVE, NALK � DEG<S 5-76 5GUARE FEET TOTAL UARE FEET (42.2%) REFERENGE5 RECORD OF SURVEY OF THIS PROPERTY BY GHS ENOINERS, ING., UNDER REGORDIN6 NO. 20050514500-1, SNOHOMISH COUNTY, NASHINOTON a SILT FENGE PER GITY STD. DETAIL 5 -7 f4 37,9 3-7cf.5 GONSTRUGTION ENTRANGE TE PORA PER GIT"r STD. DETAIL _ENTJR Zone _fV-,0-o7,-2_4o Cornei�_Fja&. Setbacks Required Actual Front 2-5- Sides 1,1 Rear 31 Other Hoot 75' (4 0 i.,2j _Z 4, 1, 714 ?9) APPROVED 13'J/ F LANNING 917A, FINAL SLOPE STAE31LIZATION C ,0( 0( MAXAM DRIVEWAY iLOPE AL90WE I D 14% 1 385.5 T1JJT_'_-4,, PJANS 'A , R. E 'C'l-) Y C', I !'f Ef' N') A 140T U T'IMP ED 1 7': f: IS N i,,S1 1, 0 t,! ZE I-S, A 1,4 S.(�� j. 117 J,�l 1�0'r I NT (�'TD !1�4K, THE _S 1. T 0'-, LEGAL A.*ND MIUST ��OT U3.E_ SENER EJEGTOR PUMP / BASIN OVERFLON ALARM AT LONER DEGK GE3 "B" t -72 4" P\,/G T16HTLINE T E3 0 10 0 STORM SYSTEM `7 E350 35 Z 364 C) —Z -360 STA R EdK 152 5644 �-72 T_ I /_ a -7 Al C, 0 N C1. LANDIN�) D4 c, r, I SENER EJEGTOR PUMP BASIN SFI. .-o�,4 PER ONNER'S SPEGS. ACCEPTABLE TIGHTLINE LOGATED IN GRANLSPAGE MATERIAL' SDA 35 U) TOP ELEV. = 5 SEE PLUMBIN6 SCHEMATIGS C, �C\,. LA,-NDIN6' LONEST FIXTURE (g 5-7430' DRI, 0 /E Nr q._75�( SL PE U, RESJr;),E _,E 0-6 1- 0-0 SANITARY NASTE EJEGTOR SYSTEM NOTES F.F. MAIN 5 �5 4 0 0 1 0 ROOF 0012 F-F. L-OkER 3-7430 00 00 OVERHANG2 1. MAIN FLOOR TO 001 01 0 F F. 6 A7R-A6-'E 5-72, 6RA\/ITY FEED TO S.S. 0! 00 0 0 000 0 0 00 00 5 'T4 2. LONER FLOOR TO DRAIN TO EJEGTOP, SYSTEM %/f fo�E -------- 5 S.S. I.E. 5. LONEST FIXTURE ON = 5-7b.12' F-NITP`K. LONER FLR. = 5 7430' 584 X.353. H3 .2 M - — f — L x �2�5A BSBL < H 82 I"f- INER ES T. 5'-U' RA_5�_H7_ 5'-0 HAX. HT. 3,54 LANDSGAPE LANDSEAFE 5b4 D_ Lu x 386.1 386 25.00 100.00 SANITARY E �Iftl ---STUB I E. - 5 -1 -11 O'± 5�5_1 ER & c E3b-j.6 NSP TIOME RE D WATER Z SEWER I a * It -------------- NISPECTIONS REQD ALL 425-771-0220 EXT. 1326 &,�TH FL. K 55 L.07 a 15-N-JA 11 ____1 36 � /'� A ffEl VC1 �// VA A Iff FINAL SLOPES TO BE FULLY LANDSGAPED LAND5GAPINO TO BE MAINTAINED BY HOMEONNER. Final slopes should be vegetated and covered with straw or jute netting. Ile vegetation sbouldbe maintained until itis established. ("5hIA'* 'f,, rtAA 44 gml -P� p. 7 uk 14 /OT ree-r)- k,� Cornerstone Geotechnical, Inc. -751-011 BOTTOM OF LONER FOOTIN6 @ E364.85 I -�7s 55 RIM = 5a6bq' I.E. IN = 5-7-73T SHORT FLAT EROSION GONTROL MEASURES TO BE MAINTAINED. ----ALL EXPOSED SU13FACES TO BE COVERED WITHIN 2 DAYS LE6END: EXISTIN6 ORADE PROPOSED 6RADE CRI&INAL 6RADE * ___._ _1_..1_._ 1.1 .._1_.__ * FOR HEIOHT GALCULATION MR OWN -- EROSION AND DN�INAGE ikS NOT ED BY ENGINEERING V ato: ^V Zo I RESUB AUG 2 4 2006 1-iRE AND AID ADDRESS SIGN REQUIRED BUILDING DEPARTMENT CITY OF EDMONDS 517P` FL.AN 5=- C5.7ENEP-AL NOTr=S 10'-011 012 U 5 10 15 25 50 I 2512 f EG " L 3 1. F D R�� In"ECT GA "AS A- .,lv, � N Q',Lj E OF �%,ASHINGTON 4� lu lumd) Z z (a 13 \Z zj ,T.L- 4 V CA -.L- - VID Z C) 0 U) U) :� �4 _C� z Uj N 0 V Uj M 0 T lu V 0- (date,: 5/13/06 p�e_-rmlt: re,vis Ions - 5/16/06 draI,Nr b RO C� h C'. C� COO, PUEBLO / Dkqry / BUILDERS HOOVER PREMIER HOME5 HEADONVALE / LOT 3 CY-7 9�� RESUB AUG 2 4 2006 E DENT S aUCILjTDyIt4otlFDEDPAROTNM