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23420 74TH AVE W.PDFIIIIIIIIIIII 5900 23420 74TH AVE W TAX ACCOUNT/PARCEL NUM13ER: 15)0 ya-9 .�?zlv�za�2 BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS: DETERMINATION: El Conditional Waiver E] Study Required aiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: - PARKING AGREEMENTS DA' EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN, DATED:. SEWER LID FEE LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DA' SIDE SEWER PERMIT(S) SOILS REPORT DA STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: LATEMPOST'sTonnAStreet File Checklist.doc PERMIT NO: ulty of Edmonds. 9814 PERMIT EXPIRES 01 PC. SIDE SEWER PERMIT. Address of Construction: ]LID Property Tax Account Parcel No. 'y easemen ts" V�ri fied and Approved b Attach copies of all access and uti,lit Owner and/or Contractor: Permit .20 O�L- Contractor Licensek FWA116- 2!224S Single Family Invasion into City *Right -of Wi Yes E� No y J� Multi -Family (No. of Units *RW'Construction Permit eg C2 0 Y �q3o.2_-' F_� Commercial (No. of Units Cross other "Private Property: - [:1 Yes . SrNo' Public "Attach legal description and copy of.recorded easement. F 4;41 Owne'e/Contractor Owner or contractor sij�af "ie anl/,"'ckn(;wledgement statement:. By signing f6r this permi2certiry that I have readiihb'City's p�b�,.jcjf��dout entitled ide Sewer Specifiqitions, and shall comply with all Cif . requirements'6utlined,therein. 2 CALL DIAL-A-DI6 (1-800-42q,-5555) BEFORE ANY EXCAVATION 9 9 FOR INSPECTION CALL 425-771-0220. extensionJTP'&J& i 24 HOUR NOTICE REOUIRED FOR ALL INSPtCTION REQUESTS "TOR OFFICE USE ONLY' f .................. rmit Fee - Repair Fee Issue. "''o go' :d : y.: U r Date lstueW 11 1.7j Assessment F,9 Receipt No: City Permit Surcharge Fee Z-w Total Fees Paid $ NOTE: IF JOB SITE IS NOT- READY FOR INSPECTIORWHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED, Job Site'Ready YES NO Date: Initial: vp Partial Inspection: Date: Initial: Initial: Partial Inspection: Date: dFIFINAL INSPECTION APPROVED: Date: Initial: As -built to Street File: F 15, PERMIT MUST BE POSTED ON JOB SITE1j- White Copy: File, Green Copy:. Inspector Buff Copy: Applicant.. , L;temp;bldg,forms;sspermitjlg4/00. 1234201 C/O 2' FROM BLDG 10, 71 18, r �j BEND 3' DEEP EXISTING 4' CONC_/ BEND 3,5' DEEP 6' X 4' WYE 26' 6' LATERAL --\ Ep* 0 10, ka� ss I s SMH 74TH AVE W CITY OF EDMONDS SIDE SEWER AS- BUILT ADDRESS: PERMIT 23420 74TH AVE W NO: 9894 CONTRACTOR: HOMEOWNER: SCALE: EXC. & CONST. I W. FLOERING I NTS ATE INSPECTED INSPECTED BY: DATE DRAWN: DRAWN BY: 5/12/051J. McCONNELLI 7/27/06 1 J. BRONDER T& GRAPHIC SURVEY FOR S PLAN S.W1/4, NW1/4, SECTION 32, TOWNSHIP 2 . 7 NORTH, RANGE 4 EAST, W.M. Tt*w IGNG COUNTY, WASHINGTON CO EXISTING TE3 M 5/8" WSI R&C-�- ELEv=i 00.00, TYPICAL XSSUMED t _j 06- J.0 9*45"S011W 90.95' A9) :Z 0 DRIVE A z Cn 0 CF) Al %j� < stops yj LA -�DA4__ Vb LLJ LL_ 0 AIL two cm U? ca a- r- v _T 0. 4 :3 3— &) En 0 LU APPROVED I �AJ ING A,. C4 C/) on, < UENA -J' i ' R C IVED 0 A R 2004 FOUND 5�B MI R& WEST HOUSE v .M I R& .k I R& 1.7 .W PE M11' DUNTER E CALCS IMPERVIOUS SURFAC #23422 LOT COVERAGE: Proposed Buil,iling Roof Outli.ne:,1332.5 �v I Proposed Patio-.' Proposed Cange::1t4BUILDIRr PLOT ! b 3 POF ourtimr. Proposed Driveway: &76� . (D -6. LOT AREA: Proposed Deck: qI06"1sQ.FT. Proposed Covired Porcfi:W-'5djM.9cW0,M9 0 CO i Tax Account F HEIGHT CALCS 'arcel M, - 1! . . I 60q89Fo-o3wqo? A= B= FLO MORGENSEN LOT SLOPE:. C _q.q 20' F16Lq 2ko b Wr- D 14: m A AVEGRADE1 0'. 1ABB-g-E-y-L =ftFN-S-,-- ACTUAL 'R&C REBAR AND CAP MAXIMUM "Ins W" I I I 1 0 / 001cl'a 1 S. 9;1 4H4 A" INL� s TA NDAWD D RA INA GE D, WORKSH QWNM "DMS A. IMPERVIOUS AREA I M FROM CONTROL CD BY: *DcSIGAI DATA PIPE DIA PIPE LG DMNTIDN PIPE LENGTH MINIMUM TIGHTL .3X TO IX SLOPE .............................. UPPER CATCH BASIN r m,.PQ. ur-i uz- K FILE ORIFICE KEAMWI'16 OF cow tax OR RISER IN. CATCH BASIN e SYSTEM CROSS S�CTION e'X2'XG- DEEP, 4-6- $PALLS OR EOUAL I NG GR K 2'X E'X 3' DEEP, 3/4' CRUSHED ROCK FROM COMOL e CONTROL RE EIVED NOV 1 '8 2003 DEVEL&MENT SERVICES CTR. CITY OF EDMONDS t I eFLD M4G L" P PE TO R L"CV& RTF P ERF CHI) T 5"trft P111h ACJ61"9 VW1p'.A&%jX ROCK PJPJUP ourLer RUNOPF SPREADER. TRENCH REM FOOTING DR"NS SHAU NOT,BE CONXEC UD TO DETENTION SY NOTES. 1. Call Engineering Divm"on (771-0220) ibr a tightlina and detention syst�zn hopection. before backfilling and for final inspections. 4APPROM BY 2, Responsibility for operation and maintenance of drainage systems an Fri�w property is dw in he "a pipe must be flushed rasponzibility of the PrOPextY owner. Maborial accumulated t 9 bArt out and ved from the catch basins to allow proper operution. ne 4*�dllwet control orifice must be kept open at All times. A Table I Detention Pipe Sizes Impermeable Required Pipe Diameter Area Sq. FC Vol Cu Ft 150 18* 240 300 2000 50 40 28 16 10 2500 62 50 35 20 13 3 000'_ 75 3500 4000 100 80 4500 112 90 63 36 23 5000 1 100 70 40 25 Note: Allowable Pipe Materials: Reinforced Concrete Aluminized Steel Aluminum CMP Asphalt Coated N — 12 ADS (Not permitted on roads) Table 2 — Outlet Orifice Sizes Impermeable Area Sq. ft. Outlet Orifice Diameter (Inches) 2000. 5/8 2500 .5/8 3/4 4500 7/8 5000 7/8 Table 3 — Rectangular Catch. Basin Requirements Detention Max. size pipe diameter knockout- 180 2W 24" to 36: 360 360 to 42 420 *Source: Assoc. Sand kGravel Co. Standards Catch Basin Type Type IL, CB 16 Typell,CB19 19(48"Basin) Type 11, C13 19 19 (54* Basin) Revised 3/16/95 PLANNING DATA NAME: DATE: SITE ADDRESS: 2--3 L4.2-o - -7 2T--�-A AV C11V PLAN CH K#: 0,3 - 1 -1 Cp PROJECT DESCRIPTION: he-%-/ REDUCED SITE PLAN PROVIDED?:AV-e-s� No) MAP PAGE: CORNER LOT: ()Le� FLAG LOT: ()Le� ZONING: CRITICAL AREAS DETERMINATIONM 01— 102> L] Study Required: IDConditional Waiyer SEPA DETERMINATION: Ll Fee IL E, Ll Checklist Ll APO list w/ notarized form Ll (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) OExempt cvd-s SETBACKS: Required Setbacks: Street: '2� Left Side: Right Side:_ '7. 5 Rear: 1.5 Actual Setbacks: e Street:-Z!2 Left Side: �Z5 Right Side: ei!�i5 Rea Street map checked for additional setback required? (Yes / No Q DETACHED STRUCTURES: OIL CP�OCKERIES: 1\1e 6( Ll FENCES/TREL LISES. ;2ocl::�t es U BAY WINDOWS / PROJECTING MODULATION- otl— Ll STAIRS/ DECKS: �11 Op It, - (1, h, I C'� 0-ki V, PARKING: Required: :2- Actual: �-7 LOT AREA 1;1, Q 44 29— <3 1591 101 COVERAG : Calenlatinns- t4ak BUILDING HEIGHT: I Datum Point: Datum Elevalion: '230--bo -TS Actual Heig t L4 - -7 Maximum Allowed: A.D.U. CREATE��/ Yes) LEGAL NO CONFORMING LAND OS'E."6�ETER �INATION ISSUED: (Yes / No) OTHER: Plan Review By: 01.q 6 -7 C- " \A L4 M C�0. -7 L4 NewBPPlanningDataFoi-rn.D0C (4p, 04/22/2004 11: 05 4254321LI89 ACC INC TORGRAPHIC SURVEY FOR SITT PLAN S.WI/4, NWI/4, SECTION .32, TOWNSHIP 27 NORTH, RANGE 4 EAST, W-M. RECEIVED uvisex�, IONG COUNTrY, WASHINGTON CD APR 2 2 2004 N ENGINEENNGIOM N- EXISTING 5/8' WSI R&C-.1 L WSJ R&C E- ELEV=l 00.00' ASSUMED TYPI L TYPICAL t Li -.,;I ci )K �3 0 C3 Von- Qack0y.- T216T A I L-: to, Ln '-, , I \N 8 9"45 V 30"W 90-95 LO !cn 3 co �T L Qry -ADA e �j &I. ra AM 1A. 4d RUN'S ui 0 Dj Er) 3: Lij I m (L 6. LLJ P W cn < :4,51 -E .71 ,lit 0. Q, FOUND 5/6"' fi5l R& 1. 7' wL'�'r HOUSE 423422 QT COV1F.RAGE: IMPERVIOiJS SURFACE CA Proposed Builldiniz Roof Outfine:.1332.5 Proposed PAID: PLO r- Proposed GarP:ge::.lN 1601mms RaOF QvnImle Proposed Driveway: LOT A RVA: To Lu --j sum== LL. Cf.) Proposed M0: 00 Froposed Covered PDrcb:t"0jd).W..0L)TU, rcel i;- S5hk 14 co ON MIGHT-CALCS CIO �cco A - FLO JO NSE C - LOT SLOF E: 2q. q 2 t. L Vt. t . 0 . AVE GPAD-El=qNM !ARE3REVL'Al-L-QLLK-* ACTUAL= &C REBAR AND CAP MAXIMUM Paose )L 1A -A. -UJJ L U CD < EXISTING z M 0 < TBM CL 0 5/8" WSI R&C E-- ELEV=100.00' I Cn 0 TYPICAL LU 2: ASSUMED LU cc < Cn Lu Of 0 i-- rr cf) 0 I--- z �1\189*45'307 go. X X C) < z 0 ------- U Cf) 0 . It Er. LU LLJ AN F.F. 89.0 ft DRIV (D U- A' 0 0) Ld .H 00 LIJ 0 0 M CD 1co cn of LU < z < LLJ In a_ UJ > LLJ 0 cr_ >- a- C0 0) CL Cn 0) 0)J Ld < -k 11 1 ICD ::E w 4) > < a_ —J C? k < .4 0 a- Mi < -30"E 88.71' X HOUSE FOUND 5/8" #23422 i Wt T OTRtff L LEGEND: D (D CONSTRUCTION ENTRANCE R Co, SILT FENCE NOV 17 2003 I)EVELOPMENT SERVICES CTFI- 0 20 40 CITY OF EDMONOS SCALE IN FEET LSIADAPT FIGURE 4 � �Erosion�Con �roD 800 Maynard Avenue S., Suite 403 Project :Floering Jor�gensen Seattle, Washington 98134 Location :23420 74th Avenue West Edmonds, Washington 98026 Ph : 206.654.7045 Fox : 206.654.7048 Client ACC Custom Homes Date 08/26/03 Job # : S—WA-03-9132 TOPOGRAPHIC SURVEY FOR SITE PLA SW1/4, NW1/4, SECTION 32, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. l(ING COUNTY, WASHINGTON 0 co co 0) NJ TBM ELEV=100.00' ASSUMED ku- x 0) ; 40 No L) a) to 0 ci 0 LD (In 89-45'SO"W 90.95\ cp 0) Lu Lij cf) )S89'45 30"E r 88.71' rC77,a �/-7 \C:) FICUSE FOUND 5/8" #23422 LEGEND WSI R&C, 1.7- WEST 0 FOUND REBAR & CAP -0- UTILITY OR TELEPHONE POLE x x CHAIN LINK FENCE EDGE OF PAVEMENT CxDcxD0cxDcxDcDcD ROCKERY ABBREVIATIONS; R&C REBAR AND CAP WS1 WESTERN SURVEYORS, INC. EXISTING 5/8" WSI R&C TYPICAL 0 C) 0 0 00 0 L7) C z C14 Do 0 00 RECEIV - kDO 1 5 2004 E- cl) ui cn z < u— V) < cn a- z w V) co 0 PERMIT coUNTER oo(�� SURVEY FOR: FLOERING/JORGENSEN 20' JOB No.: 1422-2 DATE: 11-26-02 PAGE 2 OF 2 Critical Areas Checklis CA File No: Cpf -0(- 1 0V Site Information (soils/ topography/ hydrology/ vegetation) 1. Site Address/ Location: ItAl-IL. 14 V lf� 7- ��7p el 2. Property Tax Account Number: e3 -0 0 3. Approximate Site Size (acres or square feet): S'�;-oo 4. Is d-ds site currently developed? — yes; If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). V� Hilly: slopes present on site ' of more -than 15% an d less than 30% ( a.vertical rise of 10-feet over a orizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horiz o*ntal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: ; Approx. Depth: MCEIVED 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? AUG 14 2001 8. Site is in the floodway floodplain of a water course. PERM COUNTER 9. ' Site contains a creek or an area where wate'r flows across' the grounds surface? Flows are year-round? I Flows. are seasonal? (What time of year? — — ). 10. Site is primarily: forested — ; meadow shrubs f ' ;'mixed urban landscaped (lawnshrubs etc) 11. Obvious wetland is present on site: Critical Areas Checklist.doc/3.19.2001 City of Edmonds Development Services Department. Planning Division Phone: 425.7,71.'0220 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any pe rson preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Received: S119101 City Receipt #: Critical Areas File #: C�ft-ot- 10g Critical, Areas Checklist Fee: $45.00 Dat� Mailed t6 ADDlicant: — A property owner, or his/her authorized representative, must fill -out the checklist, sign and date it, and submit it to the City.. The City will review the checklist, make a precursory site visit,. and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist.City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release,. indemnify,, defend and hold the City of Edmonds harmless from any and all "ges, including reasonable attorney's fees, ansihig' from any action or infraction based , in whole or part upon false, misleading, inaccurate or incomplete inform. ation furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that'I am authorized to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLICANVAGENT DATE Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply'for the subject land use application, and grant my permission for the public officials and *the staff ofthe City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE Owner/Applicaht-.- Y—U. 0 /v 4.'E- C, 6 D /V1 r+A/ Name P4(L&F-1 Alv. .4 gso-vc 3--V 7 -7q-fkl? vEF. V Street Address ,�g 0,L,1 f).,VD VV, 4, ;L 6 City State Zip Telephone: 4,� -5-- 7 7-5-- tS-21 6 1� App�ic,a.qt-R-epresentative: Name. Street Address . City State zip Telephone: Email address (optional): Y(4(�gOODM6100-J-)"X-914 Email Address (optio*nal): Critical Areas Checklist.doc/3.19.2001 MetroScan Full Legal APN:4888 003(c LAKE BALLIN�G��-�AND CO SUBDIV 1 BLK 003 D-02 - TH PTN S112 LOT 4 DAF .BEG SW COIC �OT TH NLY ALG W LN SD LOT 100.20FT TH E 134 FT TPB TH SLY TAP ON S LN LOT 4 138FT ELY Oli� SW COR SD LOT TH ELY'ALG SD S LN TO SE COR LOT 4 TH NLY ALG E LN LOT 4 TO N LN S112 LOT 4 TH W ALG SD N LN TO POB s;mor"YAYAN YAY6YAY +H+H+H+ ........ 02 0 03 02 .1 ............ ........... 02 q ......... 4. + 06YD+H+H+ 05 z -T I 1 02 04 + + ': 03 + H+H+H:t 1 04 vw+H+H+H I +,+H+H+O+H+H+H+H +103 + H+H+Hl 01 -C 02 03 ol 04 3c 0 2 �.-MWYhYN I ol +10 > 03 02 + -,b L4 I 1 3c 03 7HH-fH4Nf&+H+H+H I iV4+,4+H+ J�j --7 Lb z, -4 05 c 01 > -C 03 + 06 c �-kyAYAvAy- -C +H+H+H+H+H+H+H+H+H+H+H 03 ol 03 +01 51 10 m 2-030 YAy-AYA4+H4P4+H +H+H+H+B+ _H + + H-� N+H+N+H+ H-�H4pL H+ -C -H4H4H-W4� m 02 04 04 3c 02 2-019 -C I I c YY-o hy YN-ohy"', YS'Ay A y", + .............. C I I )In i I 'I- 'I'D 2- Oe_ .7 4 LAKE 02 +01 1 :c I Q UL�m -IMP 1 03 01 + I 1 01-11, (LAKE yoyoY6 , h., Y,,Y,,Yhy"Lg'+H+H+ -H to, 2-001 04 +x 03 4 + 6 Y,SYAY,,,';�+H+H+H 02 4-H 'ri i- H +H +H i H j." 06 :�- 05 -H c + 2-004 c 04 1 -C 3-006 -ON 06 02 -c z107 Y6y6y,L.Y ' 04 le3woy +4y Go -C 3- -C -00� WAN+ 02 6 YAVAYAV '7e6yy, Oy YllSy6y6y Y' yiwr,;YA,� AAY -r.,A'er�v Yq + 03 01 03 3-006 -4 [Y-00 + I SW-32-2 03-17(o A I eo. April 21, 2003 LSI - ADAPT -Job No: WA03-9132 ACC Custom Homes 26918 204'h Avenue SE Kent, Washington 98042 Attention: Subject: Dear Fred: Mr. Fred Sodenkamp LS1 ADAPT 800 Maynard Avenue South, Suite 403 E DO S . eattle, Washington 98134 APR 2 4 2003 Tel (206) 654-7045 Fax (206) 654-7048 PERMIT COUNTER www.Isiadapt.com Subsurface Exploration and Geotechn.ical Evaluation P roposed Floermig/Jorgensen Single -Family. Residence 23420 14th Avenue West Edmonds, Washington 98026 Pursuant to your request, LSI - ADAPT is pleased to submit this report describing our recent geotechni�al engineering evaluation for the above -referenced site. The purpose of this study was to interpret general surface and subsurface site conditions, from which we could evaluate the feasibility of the project and .formulate design- recommendations concerning site preparation, foundation recommendations, site drainage, structural fill, and other considerations. Our scope of services - consisted � of a surface reconnaissance, a subsurface exploration, geotechnical analyses, and �eport preparation. This report has been prepared for- the exclusive use of Mr. Fred Soderikamp of ACC Custom Homes, and his agents, for specific application to this project in accordance with generally accepted geotechnical engineering practice. PROJECT DESCRIPTION The -project will include construction of a two-story wood -framed residence with a crawl -space first floor level and attached garage, along with asphalt -paved driveways, parking and landscaping. The. building footprint will cover of about 2,052 square feet. The balance of the subject parcel would be utilized for paved casements and landscaped areas. Accor ding to the drawings provided, the building will be constructed using crawl space construction but will use slab -one -grade support for the proposed garage. A tiered series of retaining structures (rockeries) or more will be constructed on the eastern side of the building. The site will be served by municipal water, sanitary sewer and natural gas utilities. No"other design information was provided. 800 Maynard Avenue South LSI - ADAPT Tel (206) 654-7045 Suite 403 Fax (206) 654-7048 Seattle, Washington 98134 www.isladapt.com -LS1 - ADAPT SCOPE AND PURPOSE The purpose of our work is to conduct a'geotechnical evaluation of the site and provide geotechnical recommendations for development of the site for the buildings. Specifically our scope includes the following: • Site Plan indicating the location of the test pits completed for this project; • Detailed, interpretive test pit logs; • Recommendations for foundation support, including allowable bearing capacities, minimum footing width and depth, and anticipated 'Settlement; • Drainage recommendations; • Recommendations for temporary slopes, retaining walls, and rockeries; • Site preparation recommendations and recommendations for temporary cuts; Fill compaction requirements; Erosion control recommendations; and, Recommendations. for further work, if required. SITE DESCRIPTION The proposed site under investigation is a roughly square -shaped parcel, about I 00-feet on a side, located at 23420 74'h Avenue West in Edmonds, Washington. Please refer to the Location/Topographic Map, Figure I The project site covers a reported 8983 square feet. The property is currently undeveloped and supports a low growth of grasses with a few shrubs and trees. At the rear of the lot, the site slopes moderately down to the east, with a total elevation drop of approximately 12 feet from west to east in a heavily overgrown blackberry covered slope. The central portion of the lot is relatively level. and is generally grass covered, although some debris (clippings, old appliances and construction debris) was present likely from unauthorized disposal. The eastern margin of the site is Rewise overgrown with blackberries, and slopes somewhat steeply down to the east. Site gradients range up to slightly over 50 percent near the western property line for the descending slope to the central plateau of the property, with the eastern descending slope of a simflar inclination, but the slope height is about half of -the western slope. No surface or standing waters were observed at the time of our site visit. The parcel is bordered to -the north and south by existing residences, to the east by 74 1h Avenue West, and upslope to the west by an existing residence. Anecdotal discussions indicate the existing topography was modified by grading. This parcel was reportedly graded for use by the uphill property as a sports court. SITE INVESTIGATION Exploratory Methods We explored surface and subsurface conditions at the project site on April 1, 2003. Our surface LSI -ADAPT Job No. WA03-9132 Page 2 April 21, 2003 LS1 - ADAPT exploration consisted of a visual site reconnaissance. Our subsurface exploration consisted of advancing three (3) backhoe-excavated test pits to a maximum depth of up to 8-feet below ground surface' (bgs). The approximate location of the test pits are shown on the attached Site and Exploration Plan (Figure 2).The specific location and depth of the explorations performed were selected in relation to the proposed site features, under the constraints of budget and site access. The location of the test pits and other features shown on Figure 2 were obtained by* hand taping from ex isting site features. As such, the exploration locations shown on Figure 2 should be considered. accurate to. the degree implied by the measuring methods used. Subsurface Exploration Methods Test pits TP- I through TP-3 were advanced on April 1, 2003 using a rubber tire mounted backboe. The backhoe was operated by an independent company provided by the owner. An experienced engineer from our Finn continuously observed the test pits, obtained representative soil samples, and logged the subsurface.conditions. In -place density conditions of the soils wereassessed utilizing a hand probe and by noting the relative ease of excavation for the soils encountered at the site. Representative samples were collected from each distinctive soil unit encountered were retained for possible later laboratory testing. Each excavation was observed for at least 10-minutes after completion to assess groundwater volume and recharge. The test pits were subsequently backfilled to pre-existing site grades using spoils from the excavations and tamped with the backhoe bucket. The test pit logs appended to this report describe the various types of soils encountered in the explorations, based primarily on visual interpretations made in the. field. The logs also indicate the approxim ate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Where a change in soil type occurred betveen sampling intervals, we inferred the depth of contact. In addition, the logs indicate the depth of any groundwater observed in the test pits, and any laboratory tests performed on the soil samples. Subsurface Conditions The test pits disclosed the following underlying soil conditions as described below. Test pits TP- I and T- 2, completed on the west and central portion of the subject site, disclosed a thin layer of topsoil overlying medium dense silty sand with gravel and cobbles that extended.to depths of about 2V2 to .3 or more feet below ground surface (bg s). This tipper material was interpreted to be weathered till. Below the weathered till, all three of the test pits disclosed native glacial tilL Glacial till, and all soil units deposited stratigraphically below the till have been compressed by thew.eight 'of the glacial ice mass. Accordingly, the glacial ly-overridden soils are relatively incompressible and exhibit high shear strength. Test pit TP-3 was advanced on the slope descending from the central plateau area of the lot and disclosed a greater thickness of -medium dense soils. We anticipate some fill was placed along the eastern margin of the, lot LSI -ADAPT Job No. WA03-9132 Page 3 April 21, 2003 LS1 - ADAPT when earlier site grading was completed. The fill and weathered till soils were visibly similar in texture and exhibited similar density. We consider it likely that the parent glacial till soils removed to level the central portion of the lot were used as fill at the lot margin. Test pit TP-3, advanced to the east of the subject site, disclosed about I foot of gravelly sand (fill) soils over medium dense grading to dense, oxidized gray -brown grading to gray, silty, gravelly fine to medium sand that extende d to the full depth explored (up to 9 feet bgs). The basal native soils are very dense, exhibit relatively *high shear strength characteristics,, and are relatively incompressible. The approximate locations of the test pits, designated as TP-1 through TP-3, are shown on the attached Site and Exploration Plan (Figure 2). The specific location and depth of the explorations performed were selected in relation to the proposed site features, under the constraints of budget and site area access. The location of the test pits and other features shown on Figure 2 were obtained by hand taping from existing site features. As such, the exploration location shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. Groundwater Conditions Groundwater seepage was not observed in our excavations at the time of exploration. However, the upper portion of the undisturbed native soils exhibited gray -brown Color suggesting seasonal wetness or intermittent saturation. Due to the presence of the very dense, silt -rich glacial soils at depth, we interpret site conditions to be conducive to development of "perched" groundwater conditions. Perched gro undwater conditions develop owing to the presence of a relatively impermeable layer, such as the glacial silt -rich glacial soils, which impedes infiltration of surface Vater. Perched groundwater may be manifested by intermittent, localized saturated zones at the upper interface of the undisturbed silt -rich glacial soils.. Groundwater conditions should be expected to,'fluctuate'due: to season, amount of precipitation, and other on -site and off -site factors. Generally, the seepage levels are higher and the flow rates are greater in the wetter winter months (typically October through May). Therefore, if construction is completed during the winter and spring months, or during a proionged per'iod of precipitation, significant "perched" seepage will Rely be encountered. The moisture content of the near surface soils will also be higher in the spring and early summer months. RECOMMENDATIONS AND CONCLUSIONS Based on the encountered site conditions, the proposed building can be supported utilizing conventional spread footings bearing on the medium dense near surface native soils'located at or near the anticipated depths of the foundation elements. Depen ding.. upon final grade levels, local overexcavation of lower density, near surface materials and their replacement with compacted striictural fill may be necessary. A s ignificant amount of excavation will be necessary for construction of the tiered rockeries along the west LSI - ADAPT Job No. WA03-9132 Page 4 April 21, 2003 LSI - ADAPT property margin. However, favorable soils were present along the proposed rockery alignment. The near surface site soils are moisture sensitive due to their relatively 'high silt.content. Therefore,. grading and compaction would be. difficult during wet weather conditions, and should be accomplished during dry weather, if the construction schedule allows. Site Preparation and General Earthwork Considerations Subsequent to site excavation and grading, we recommend that footing subgrade areas and slab or parking areas which will receive structural fill be compacted in place to densify any loose or disturbed areas. Soil in any loose or soft areas, if compacted and still yielding, should be over -excavated and replaced with structural fill to -a depth that will provide a stable subgrade. Slab -on -grade subgrades should be similarly prepared. We recommend using a backhoe-mounted plate compactor to adequately densify the footing subgrades, and a smooth drum vibratory roller for the slab -on -grade or pavement areas. We anticipate site excavation could be accomplished using conventional earth moving* equipment. We recommend existing building foundations be removed prior to fill placement. We expect that grading at the subject site can be accomplished with'conventional earthmoving equipment. The near surface site soils have a significant fines content and are therefore moisture sensitive. These silty materials may be difficult, if not impossible, to operate on or compact during wet weather conditions. The operation of heavy equipment at the site, except after an extended period of dry weather conditions, can be expected to result in considerable disturbance of the ex posed silty subgrade soils. During wet weather conditions, we expect that operation of heavy wheeled equipment at the site will be difficult. We therefore recommend that earthwork be undertaken following and during dry weather conditions, if feasible, to minimize grading costs. Structural FUl Structurat fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any other load -bearing areas.- Structural fill placed under footings -and floor slabs. should be placed in horizontal lifts'not exceeding 12 inches in loose thickness and compacted to a mirdmum of 90 percent of its laboratory maximum dry. density, detennined in accordance with ASTM Test Designation D-1557 (modified Proctor). The fill materials should be placed at or within 2 percent of the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density, except for the top 12 inches which should be com acted to 95 percent of maximum density. p During dry weather, most non -organic soils can be used as structural fill. Generally, soil with more than 5 percent fines can become unstable if ex osed to construction traffic in the presence of e'cessive moisture, p and compaction and grading will be difficult if the soil moisture increases significantly above its optimum moisture content.. If construction will be completed during.wet weather conditions,we rec ommend that the I LSI - ADAPT Job No. WA03-9132 Page 5 April 21, 2003 LS1 - ADAPT footing and building pad subgrade areas be protected from disturbance by lacing a -layer of crushed rock or p a mud mat (lean mix concrete) after excavation is complete. Based upon our observations, the near surface site soils appeared to have a very high silt content. In our opinion, considering the silty nature of the site soils, adequate compaction would be difficult to achieve at current soil moisture contents. If possible', we recommend site grading be conducted during the dryer summer months, so that the moisture content can be controlled by aeration and drying. We recommend that the suitability of on -site soils for use as structural fill be determined in the field during excavation and construction activity. The contractor may need to segregate soils identified as suitable for re -use, from soils that are determined in the field- to be unsuitable. If the more silt -rich soils at the site are wet of optimum when construction begins, or are exposed to excessive moisture and cannot be adequately compacted, then it may be necessary to import well -graded granularsoils as fill. If imported material is used, it should be free -draining and have a gradation that meets the minimu mi specification given in Table 1, unless approved by the soils engineer. Ta ble I ,1j.,S.!Standard:-S66�Size -�,P'ercen.tt",Pass'�ig".by,..D 3 inch 100 3/4 inch 50-100. No..4 25-65 No. 10 10-50 No. 40 0-20 No. 200 5 maxinium Footings The near surface medium dense to very dense silt sand soils are suitable to provide adequate bearing support for the proposed building foundation. The footing subgrade soils should be prepared as discussed in the Site Preparation and General Earthwork Section presented above. Footings supported on at least medium dense suitable 'native soils may be designed using an allowable bearing capacity of 2,000 pounds per s . quare foot (psf). Footings founded on structural fill placed above competent natiYe soils may be designed utilizing an allowable bearing capacity of 2,500 psf Footings- extended to bear on the 'very dense intact till may be designed to exert a bearing pressure of 3,500 psf, We recommend that continuous footings have a Mmilmum width of 16-inches and individual footings a minimum width of 16-inctes. -All exterior footings exposed to frost action shall be placed a minimum of 18-inches below finished grade. LSI - ADAPT Job No. WA03-9132 Page 6 April 21, 2003 LS1 -ADAPT With, structural loading as expected, total settlements in the range of I - inch and differential settlements of approximately one-half inch are possible. As site soils below the footing bearing elevation would consist of glacial deposits or structural fill, most of the anticipated settlements should occur elastically during construction as dead loads are applied. A one-third increase in allowable bearing capacity may be utilized for short-term loads, such as in the case of a -seismic event or wind loading. We recommend that a soils engineer from LSI - Adapt visually observe the condition of all footing excavations prior to concrete placement to confirm that adequate bearing capacity conditions have been achieved. If loose or soft soil conditions are encountered, these soils shall be compacted or removed and replaced with structural fill. Lateral loads can be resisted by friction between the foundation and the supporting native soil or compacted fill subgrade, or by passive earth pressure acting on the buried portions of the foundations. The foundations must be poured "neat" against the existing soil, or backfilled with a compacted fill. • Passive pressure 300 pcf • Coefficient of friction 0.35 The above values include a factor of safety of 1.5. All. footing excavations should be examined by a representative from LSI - ADAPT, prior to placing forms or rebar, to confirm that conditions are as anticipated in this report. Seismic Design Consideration The Puget Lowland is classified as a Seismic Zone 3 by the.Uniform Building Code (UBC). The largest earthquakes in the Puget Lowland are widespread and have been subcrustal events, ranging in depth from 30 to 55 kilometers. Such deep events have exhibited no surface faulting. Based on our surface exploration, we interpret the site conditions to most closely correspond to a Seismic Profile type SD, the Stiff Soil Profile, based on the inferred range of SPT blow counts for the site soils encountered.. The shallow soil conditions Were assumed to be representative for site conditions beyond the depth explored. Structures are subject to damage from earthquakes due to direct and indirect action. Direct action is represented by shaking. Indirect action is represented by foundation soil failures and is typified by ground failure or liquefaction. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and/or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain -to -grain contact due -to rapid increasein pore water pressure, causing the soil to behave as a fluid for short periods of time. To have a high potential for liquefaction, a soil must be cohesionless with a grain size distribution of a LSI -ADAPT Job No. WA03-9132 Page 7 April 21, 2003 LS1 - ADAPT specified range (generally sands and silty sands); it must be loose to medium dense; it must be below the groundwater table; and it must be subject to a sufficient magnitude and duration of groundshaking. Due to the relatively high in -place density of the glacially over -consolidated soils and the lack of near surface groundwater, it is our opinion.that the liquefaction potential for this site is low. Slab -on -Grade Slab -on -grade floors may be constructed on medium dense native soils, or upon structural fill placed above these suitable soils. Subsequent to excavation of the site, we recommend that the exposed soils at slab grade be proo&rolled and compacted and to verify a finn, non -yielding condition. If soft or loose soils are encountered, they should be re -compacted or removed and replaced with structural fill. After proof -rolling, the building (garage) slab areas should be provided with a capillary break material consisting of 4 inches of clean building sand or fine gravel. This material should be free draining and contain less than 3 percent firies based upon the 1/4-inch minus fraction. We would also recommend the utilization of a vapor barrier such as a 6-mil plastic membrane to prevent moisture buildup,beneath the Concrete slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Excavations and Slopes Theistability of excavated cut slopes -depends on a number of factors, including the presence and quantity of water; the type and density of the excavated soil; the depth of the cut; the presence of surcharge loads from construction equipment, stockpiled soils, and the like; the schedule of construction, and. care and methods used by the contractor. Because of the variables involved, actual slope values required for stability in temporary cut areas can only be estimated prior to construction.. In. all instances, the temporary cut slopes and configuration should be flatter than slope angles prescribed by State of Washington safety codes. Temporary cut slopes (foundation and utility excavations) will be necessary during grading operations. - As a general guide, temporary slopes of I H to IV (Horizontal to Vertical). or flatter may be used for temporary cuts in the upper 2 to 3 feet or more feet of medium dense soils. Steeper temporary slopes in the underlying dense to very dense soils may be used. For planning purposes, a3/4H: IV slope may be used for the dense to very dense native soils, typically encountered at depths below about .3 to 5 feet at the project site. These guidelines assume.that all surface loads are kept at a minimum distance of at least onehalf the depth of the cut away from the top of the slope and. that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant soil moisture or seepage occws. All cut slopes should be properly protected. Temporary slopes may need plastic sheeting to protect from loosening caused by precipitation or excessive drying. Keep construction equipment workers, and LSI - ADAPT Job No. WA03-9132 Page 8 April 21, 2003 0 - - 0 LS1 -ADAPT , materials at least five feet back firomthe slope. We recommend that the stability of temporary cut slopes be made the responsibility of the contractor, since he is in control of the construction operation and is continuously present at the job site to observe th c nature and conditions of the subsurface material encountered. The contractor should -also be required to perform all excavations in accordance with Federal, State, and local regulations. Retaining and Subgrade Walls Retaining and/or subgrade walls can be supported on shallow footings founded on medium dense native soils or structural fill, if properly prepared. Footings bearing on at least medium dense native soils or structural fill as described above can be designed using an -average allowable bearing_yalue 2f 2,000 pounds per . square foot (psf) with a maximum toe pressure of2,500 psf Lateral loads on conventional retaining structures founded as described above may be resisted by friction on the base of the wall footings and as passive pressure on the sides of footings. We recommend using a coefficient of friction of 0.35 to calculate fiiction between the foundation and native- soils or structural fill. For the condition of a horizontal ground surface beyond the wall, the pa��ive pressure may be determined using an equivalent fluid density -of 300 pounds per cubic foot (puff). This assumes that the. footi . ngs are cast "neat" against the cut, and that any fill soils around the wall are placed and compacted as structural fill. A safety factor of 1.5 has been applied to these values, for sliding and overturning. The lateral active soil -pressures -acting on reinforeed.conerete retaining walls depend on the nature, density and configuration of the soil behind the wall. We recommend thatwalls supporting horizontal backfill be designed using an equivalent fluid density of 35 pouhds per cubic foot (Pcf) for a level back -slope behind the wall. This pressure is based on backfill placed within 2 feet of the wall being compacted by hand -operated equipment to a density of 90 per cent of the MDD and consisting of clean sand or sand and gravel. The recommended pressure does not include the effects of surcharges from surface loads, or the surcharge effects of a . slope above the wall.' For the- conditions' of a 2H to IV slope above the wall, a 50 per cent increase in horizontal pressures would apply. As an alternative to conventional concrete retaining walls, the use of segmental concrete walls with geofabric or geogrid reinforcement maybe considered (i.e., "Keystone" - type. walls). Such walls have the advantage of economy over cast -in -place walls, and are especially attra6tive where site grades will be raised, a� the grid/fabric can be included progressively in the structural fill as site grades are raised. If such walls are considered, they should be constructed in accordance with the manufacturer's recommendations and specifications. We recommend that retaining wall footings founded near fill slopes be a minimum of 2 feet in width and have a minimum 2 feet of embedment. Adequate drainage behind any retaining structure is imperative. We recommend that a drainage system consisting of a minimum 18 inches of washed sand and gravel with less than 3 per cent fines be placed*along the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be installed behind the wall to provide an outlet for any accumulated water. The drainage -material should be capped at the ground surface with I -foot of relatively impermeable soil or otherwise sealed. LSI - ADAPT Job No. WA03-9132 Page 9 April 21, 2003 0 1 0.1 . LS1 -ADAPT Rockeries If rockeries are to be used on this project, we recommend that a setback for foundation elements be provided for all structures. We recommend that building limits -in these areas be located at or behind a point such that a slope inclined a t IRIV extended upwards from the base of the rockery would not encounter any foundation -elements. We recommend that all rockeries; be.placed in accordance with current City of Edmonds rockery standards su bject to the restrictions stated therein. A copy of a typical rockery design and construction requirements is included in an Appendix to this report. Rockeries should be constructed only with sound, durable rock. Drainage provisions and building and parking setbacks are provided in local codes and standards. Depending on the rockery location and application, reinforcing material and select -fill behind the rockeries; may be required. Although commonly used in the Northwest, it should be noted that unreinforced rockeries are actually landscape features rather than engineered retaining structures. Their primary function is to provide a facing for otherwise stable slopes and to protect them from erosion and sloughing. As such, the materials in a rockery face cut slope should consist of relatively dense strata. It should also be realized that rockeries, even when they are properly constructed, will require occasional maintenance. Therefore, rockerie§ should be located so that they are readily accessible for a contractor's equipment should repairs become necessary. At this site, where tiered rockeries are proposed along the western margin o f the site, we recommend the exposed height of the individual tier be limited to 4-feet or less, and the tiers be separated by a horizontal distance equal or greater than the rockery tier height. Drainage While we did not observe groundwater seepage in.our explorations, we interpret site conditions to be conducive to development of "perched" groundwater. Therefore, seasonal perched groundwater may be., present intennittently at or above ploposed final grade levels for the building. We recommend the installation of footing drains around the full perimeter of the building foundations and behind the_p osed rockeries. The drains should consist of a 4-inch diameter perforated PVC pipe placed in a bed of pea gravel 7_� ' . I located at the invert elevation of the footing or rockery. The pea gravel should contain less than 3. percent by weight passing the No. 200 Sieve, based on the minus three -quarter -inch fraction. The perforated drain lines shall then be tightlined to the an appropriate discharge, such as the established stormwater collection system. Roof downspouts -should be tightlined separately to discharge into the stormwater collection system. Cleanouts should be installed at'strategic locations to allow for periodic' maintenance of the -downspout and footing drain. tightline systems. The site should be graded such that surface water is directed away from the building areas. Water must not be allowed to stand in any area where footings, slabs, or pavements are to be constructed. During LSI - ADAPT Job No. WA03-9132 Page 10 April 21, 2003 LS1 - ADAPT construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for moist - ure infiltration into the soils. Final site grades should be sloped to promote drainage away from the building foundations. We suggest that the finish ground surface be sloped for a distance of at least ten feet away from the buildings. Erosion Potential The surficial site soils contain a moderate amount of fines and thus may be prone to erosion if disturbed. As a minimum, to contain silt -laden runoff from leaving the site during construction, we recommend that silt fencing be set up around the perimeter of the site in accordance with City of Edmonds requirements. Pavement Areas The adequacy of site pavements is related to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork Section of this report. This neans at least the top 12 inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D-1557). It is possible that some localized areas of loose, wet, or unstable subgrade,nay exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize any- localized loose or wet areas. For planning purposes, the following pavement section for ligbtly-loaded areas can be used:' • Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRB) material, or • Two inches of AC over three inches of Asphalt Treated Base (ATB) material. We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if needed. CONCLUSION In conclusion, we feel that the proposed construction is compatible with the existing site conditions provided that the foregoing recommendations are implemented. We recommend that LSI - ADAPT be retained throughout the project to assure compliance with these specifications. LIMITATIONS We have prepared.this report for use by ACC Custom Homes, Mr. Fred Sodenkamp, and his agents on LSI ; ADAPT Job No. WA03-9132 Page 11 April 21, 20Q3 LS1 - ADAPT behalf of the owners(Flocring / Jorgensen) for use in the design of this project. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring testing and consultation should be provided by our firm during. construction to confirm that the conditions encountered are consiiteiii1wit6 those indicated by the explDrations, to provide' recommendations for -design changes should the conditions revealed during the work differ from those an- ticipated, and to evaluate whether earthwork and foundation installation activities comply 'with contract plans and specifications, When the design is finalized, we,tecommend that the design and specifications be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. The scope of our services does not include services related to environmental rernediation and construction safety precautions. Our:recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, confi' tions or type of facilities to be constructed, the conclusions gura and recommendations presented in this report.may not be fully applicable. If such changes are made, we should be given the opportunity to review ou . r recommendations and provide written modifications or Verifications, as appropriate. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No other conditions, express or implied, should be understood. LSI - ADAPT Job No. WA03-9132 Page 12 April 21, 2003 LS1 - ADAPT We appreciate the opportunity to be of service to. you. If you have any questions or need additional information, please contact -us at (206) 654-7045. Respectfully submitted LSI - ADAPT ctr /" P Kurt W. Groesch, P.E. Senior Engineer Enclosures: Appendix A — Figures Appendix B — Test Pit Logs Appendix C'— Typical Rockery Detail LSI -ADAPT Job No. WA03-9132 April 21, 2003 Page 13 LS1 - ADA qj p T Ml. APPENDIX A FIGURES LSI - ADAPT Job No. WA03-9132 April 21, 2003 Page 14 Adilk AMIL M I '111 L : ; 7('% 0 % 2L I!, It's- J1 r T io. 6i 77. Ji7 _AI =P� 7: 1 Y F j 57 J J.. 'T lv- J 71 j �xa t, if -F—r]--i I IV T 74.11, Tr L vok c -A M. OR * T % Ito, e , -;:4 f-i b J 6 0 7-1.; J % WK.7. i if q. T� "'i . . . . . . 17i w10- 1-1401-5 IV ?9 (7:� Kr, 7- 4, w n _A� 9 571A W 7_; J T 7 31 y1rc FEM 111 ILI M 7L !L ka "k, FIT y, # N f 6Y N '. i I It' � Ovr.a: E 1. L -.* 1� u Y t� 1t; Fr 7 qL AV if 0 rrdi rt r Is LSI ADAPT, INC. FIGURE I Location/Topographic Map 800 Maynard Avenue S., Suite 403 Project New Residence Seattle, Washington 98134 Location 23420 74th Avenue West Edmonds, Washington 98026 Client ACC Custom Homes Ph : 206.654.7045 Fax : 206.654.7048 Date 04/08/03 Job S—WA-03-9132—GEO TP-2 P TP 3 f 4 vkT > �K? 4 -T . ....... .... ... . .......... I.Q -L g!." Wf tt j: pa' I '77 L TP-1 0 20 40 TEST PIT NUMBER AND APPROXIMATE LOCATION WOM SCALE IN FEET LSIADAPT FIGURE 2 Site Plan 800 Maynard Avenue S., Suite 403 Project ; New Residence Seattle, Washington 98134 Location :23420 74th Avenue West Edmonds, Woshington 98026 Client ACC Custom Homes Ph : 206.654.7045 Fax : 206.654.7048 Date 04/22/03 Job S—WA-03-9132—GEO 1 6� H Schematic Only Not to Scale /I LEGEND Crushed rock or crushed concrete drain rock material ranging between 4 and 2 inches in size and free of organics, with less than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve). Compacted structural fill consisiting of free -draining organic -free material with a maximum size of 4 inches. Should contain no more than 7 nt fines (described above), compacted to at least 95 percent of Modified Proctor maximum dry =Y. 0 Perforated or slotted, smooth -walled, plastic drain pipe with 4 inch minimum diameter bedded on and surrounded by crushed rock filter material, described above. n5 Designates size of rock required, i.e. 5-man. NOTES All fill should be placed in thin lifts not exceeding 10 inches in loose thickness. Each layer should be compacted to no less than 95 percent of maximum dry density, as determined byu Modified Proctor. Thickness of crushed filter rock layer, bd, should be no less than 12 inches. Depth of burial of basal layer of rock, D, should be no less than 12 inches. Free-standing height of rockery, H, should notexceed 10.0 feet. Estimated width of keyway excavation, b, should be equal to the thickness ofthe basal rock (as determined by the getoechnical engineer) plus bd. LSIADAPT FIGURE 3 - Unreinforced Rockery, -Detail 800 Maynard Avenue S., Suite 403 Project New Residence Seattle, Washington 98134 Location 23420 74th Avenue West - Edmonds, Woshington 98026 Client ACC Custom Homes Ph 20.6.654.7045 Fox : 206.654.7048 Dat e 04/22/03 Job S—WA-03-9132—GEO LS1 - ADAPT APPENDIX B TEST PIT LOGS LSI - ADAPT Job No. WA03-9132 Page 15 April 21, 2003 LS1 ADAPT TEST PIT LOG 800 Maynard Avenue South, Suite 403 Seattle, Washington 98134 TEL: 206.654.7046 FAX: 206.654.7048 PROJECT: New Residence Job Number: WA03-9132-GEO Test Pit No. TP- I LOCATION : 23420 74th Avenue West Edmonds, Washington 98Q26 ACC Custom Homes Ground Surface Elevation N/A Elevation Reference : N/A Vage: 01� of 01 ir LU or a: < D W MH 8[c. Z < > Er 0. .6 Ir < MATERIAL DESCRIPTION LABOHATORY TESTING _r T _r _r _r _r topsoil Medium dense, moist, gray -brown, silV, gravelly (Weathered Till) with gravels and cobbles up to 8-inches in diameter Very dense, moist, silty, gravelly SAND (Till) —5— Test terminated at 6.0 feet. No- groundwater seepage observed. No caving observed. _10- -15- 210 LEGEND Water Beading mc.xx moisture Content(%) V Static Water L.�.l .1 Drilling DATE V static Water Ie-I emkol Sample IGO to Bag Sample 11 DATE L=jg jj in Size Analysis 20D Wash ji 111 Water Seepage Ink. (-,rafines sh�) I% fines shown) V Perched Groundwater xx Start Date : 04/01/03 Completion Date: 04/01/03 LOggea by - W. b. LS1 ADAPT TESTPIT LOG 800 Maynard Avenue South, Suite 403 - Seattle, Washington 98134 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT: New Residence Job Number: WA03-9132-GEO Test Pit No. TP- 2 LOCATION 23420 74th Avenue West Edmonds, Washinpton 98026 ACC Custom Homes Ground Surface Elevation k/A Elevation Reference : N/A Page 01 of 01 Ul Ir Lu tj Z 0 WW x 0� Ci -g LABORATORY 5 MATERIAL DESCRIPTION 0 Z W ow a: TESTING Z —0- 5-inches topsoil Medium dense, moist, brown -gray, silty, gravelly (Weathered Till) with gravels and cobbles up to 11 -inches in diameter Very dense, moist, gray, silty, gravelly (Till) —5— Test terminated at 8.0 feet. No groundwater seepage observed. No caving observed. _10- -15- t t t + 3 LEGEND WalarBearing MC.XX Moisture content T Static Water Lml I Drining DATE I r loot. V S1.11. Water Level Bucket Sample Bag Sarnple E DATE 9 Grain Size Analysis 200 WMh 21 j Water Seepage lrukalor 0 perched Ground�ale, III J% lines, sham) 1% lines shown) xx 0 Start Date 04/01/03 Completion Date: 04/01/03 Logged By: W.B. 141W7. LS1 ADAPT TEST PIT LOG 8.00., Maynard Avenue South, Suite 403 Seattle, Washington 98134 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT: New Residence Job Number: WA03-9132-GEO Test Pit No. TP- 3 LOCATION : 23420 74th Avenue West Edmonds, Washington 98026 ACC Custom Homes Ground Surface Elevation: N/A Elevation Reference : N/A Page 01 of 01 g '- . W r. P < z �5 > , Ix d E -- o, a: 'C 0 . N J.- 0 MATERIAL DESCRIPTION LABORATORY TESTING 0— o� _0� Loose to medium dense, moist, brown -gray, silty, gravelly (Weathered Till) with gravels and cobbles up to 15-inches in diameter r5� t t t I t I Very- dense, -moist, gray, silty, gravelly (Till) - Test terminated at 8.0 feet. No groundwater seepage observed. No caving observed. 5 LEGEND- V Static' Water Leoel at Drilling DATE IDD to uckel Sample Stall. Water Le,al B Bag Sample DATE Lngi V parched CIroun&.1e, Start Date .04/01103 Completion Date: Water BearIng MC.)O( Moisture content Water Seepage lalleator Site Analysis G 200 Wash lines fines on J�,In sh—) (% shmn) xx 1/03 Logged By: . W.B. APPENDIX C TYPICAL ROCKERY DETAIL LS1 - ADAPT Job No. WA03-9132 April 21, 2003 - ADAPT Page 16 Schematic Only - Not to Scale b Lo LEGEND Crushed rock or crushed concrete drain rock material ranging between 4 and 2 inches in size and free of organics, with less than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve). Compacted structural fill consisiting of free -draining organic -free material with a maximum size of 4 inches. Should contain no more than 7 percent fines (described above), compacted to at least 95 percent of Modified Proctor maximum dry density. 0 Perforated or slotted, smooth -walled, plastic drain pipe with 4 inc.h minimum diameter bedded on and surrounded by crushed rock filter material, described above. F5] Designates -size of rock required, i.e. 5-man. NOTES • All fill should be placed in thin lifts not exceeding 10 inches in loose thickness. Each layer should be compacted to no less than 95 percent of maximum dry density, as determln+ ed byu Modified Proctor. • Thickness of crushed filter rock layer, bd, should be no less than 12 inches. Depth of burial of basal layer of rock, D, should be no less than 12 inches. Free-standing height of rockery, H, should not exceed 10.0 feet. Estimated width of keyway excavation, b, should be equal to the thickness of the basal rock (as determined by the getoechnical engineer) plus bd. LS1 ADAPT FIGURE 3 - Unreinforced Rockery Detail 800 Maynard Avenue S., Suite 403 Project : New Residence Seattle, Washington 98134 Location :23420 74th Avenue West Edmonds, Woshington 98026 Client ACC Custom Homes Ph 206.,654.7045 Fox : 206.654.7048 Date 04/22/03 . Job S—WA-03-9132—GEO 04/22/2004 11:05 4254321489 ACC INC PAGE 02 rimo -114-1 TOPOGRAPHIC SURVEY FOR SITE PLA-N SWI/4, NWI/4, SECTION . 3-2, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. RECEIVED Wvlc-e-r-> l(ING COUNTY, WASHINGTON C-19*1>WA co OPLq co APR 2 2 2004 N EXISTING ENGINE-r-MINIG 104A m 11 ELEV=l 00.00' 3/8 WSI E- TYPICAL ASSUMED > u 9'45�SO"W 90-95' L.L. >e lu Aq), —4 A T b- ck: %L I cl 0` W ui LOPS, m c:) uj 0 zci T?5T-A I I- W cr < uj. ID 1 m CL ra Ln < AL ril 4A < cc Lu E. 01? Lu C-1 dk Lu FO D 5 8 HOUSE v Lm R5.1 R&C, 1. 7' WES'r, #23422 JMPERVTQiJS SURFACE CALC LOT C0VlFRAGF- Lu PrDposed)Bulldlu�,Roof Outfiae:X33215 I - . > Proposed Fallo: -0— 0 CC e Rbor Q"Akmlg PLOT r- CL Proposid G2r ige: lau* cc Proposed Drivelvay: ..boo Frop�sed Deck: ;�76. ' . LOT AREA: Q qfii) . ISQ.FT. Proposed tovf'red Porcb:tgb0jQ9&lDL)!V0e 0 DRANKE CO 914 fA LO-T xrcel;;- C- T.E NT 10. 4 lix" HEFALGiRT CALCS A—r FLOE JO NSEN c- L=L-D-u - - 2 q. q . I . 4 , - I! I t. L r,,.' . 0. 2 0 Pa 6se AVE GnADEi=40,!015 1! �q"x"16T, 6ARA& rd ACTUAI�� JR&C REBAR AND CAP 1A)I. )S, z MAXINIT qgt EXISTING TBM 5/8" WSI R&C E- ELEV=100.00' Ct) TYPICAL ASSUMED V Cf) > X f N89*45'30"W 9 X X A F.F. 89.0 ft C� C I D UJ 80 o 0 4 a,) iai' co, :z Luuj z LU U-1 f.1- C0 U) a) CL 11 ca C) a) if if 30"E,,,--' 88.71 FOUND 5/8" WSI R&C, 1.7' WEST LEGEND: CONSTRUCTION ENTRANCE -A-VITCY Cd"%,K)V qL—T' %J K AL XV HOUSE #23422 VIED RE El NOV 17 2003, DEVELOPMENT SERVICES CTR. CITY OF EDMONDS CD 0 0 'z'j lot Z11 io I A �4 0 CD z �'Ftf EE— Ld M�' 0 V) < LL1 in 6- Lii LLJ > a_ LIU Ly < 0 < CL Cn UJ z < z 0 0 65 0 UJ A' 0 col 0 20 40 - SCALE IN FEET LSIADAPT FIGURE 4 -(-�wsion Contro�l> 800 Maynard Avenue S., Suite 403 Project : Floering7i 'argensen Seattle, Washington 98134 Location :23420 74th Avenue West Edmonds, Washington 98026 Client ACC Custom Homes Ph : 206.654.7045 Fox : 206.654.7048 1 Date 08/26/03 Job # : S—WA-03-9132 Not v TOPOGRAPHIC SURVEY FOR SITE P LAN SW1/4, NW1/4, SECTION 32, TOWNSHIP 2'7 NORTH, RANGE 4 EAST, W.M. I(ING COUNTY, WASHINGTON fog- f**w- Co TBM EXISTING 5/8" WSI R&C-�, ELEV=100.00' ASSUMED TYPICAL t _j "W V) _j 0 89*45" 30 90.95' co:� Ilion, APPFIOVED BY - n-v !'A W 7Z rl " 0 7:' SLOPS -p we -�._ - a- cb . :3 A C:) FOL�D� 5p3 C. 1.7' WEST HOUSE -W-51 R& 12. 9 9 4 _ IMPERVIOUS SURFACE CALCS #23422 Proposed Buikn� Roof Outfine:.k3 LOT COVERAGE: i . 32.6 'f97_118Q-F1r. ';Ll Old Proposed*P ' atio-' PLOT Froposed Gara-e: �.114 BvILDIIArd POF ato"mr. !b 00.�' Proposed Driveway: to - 10— ..A n 1, LOT AREA: X F- Lz'j OLLJ 0 %ftool v %%01 9 >4 H f.mf5 EIVED 52,004 COUNTER Proposed Covired Porcfi:j#'bd4QRcW.�.=NP_ .. .... 0 CO Tax Account Parcel HEIGHT CALCS Zhk 14 00q89F0_0360q67_ A FLO �JORGENSEN C LOT SLOPE:. 2q. q 20' d or D '31 7 � I -Z IiDT�" Wtlowvi Noose AVE . QRADEj=(fA.' 1A06_WV1_Aznj5N-S,- 6ARAWir Ll'y.?d 0.4 ACTUAL= A R&C REBAR AND CAP MAMMUM i 1 Q 1r)RVl-Q 1 91, 90 4954A�214H9 Ak,k, iNt, /\ -)IA-ll^ --% 4 �4 K . 1, A I . I r rjAa uA. STANDARD DRAINAGE D WORKSH, U% I I — 11 M V Ti 0 N SYS TE'M TY - C"OPY QWNM CALC BY: "DMS IDATE: DESIGN DA TA IMPE'RVIOUS AREA PIPE DIA PIPE LG I FROM CONTROL CA . I DMENTION PIPE LENGTH FINISHED I —it "IN IMUN .3Z TO IX SLOPE UPPER CATCH BASIN ORIFIC.E KcAWWA16 cr CONC WX OR RISER CONTROU CATCH BASIN SYSTEM CROSS S�CTION e'X2'XG*.DEEP, 4-6' $PALLS OR EGUAL I 2,x 2,x 31 DEEP, 3/4' CRUSHED ROCK . I e I,/ NP)tAP OUMVr FROM COMOL F0077NG DR"NS $HALL NOT-l!E NOTES: Jhi�- AMSTING GRAK e CONTROL 8, 2003 -�ENT SERViCES CIR. DEVELCOI�TMY OF EDMONDS t a ��EfRFL13V e.; PIPE To A LrVK P flr PtP[ W/ END CAPS TR IMP VW%&%jN MCK RUNO,�'F SPREADER. TRENCH VNEC71ED TO DETENTION SYMM 1. CIU Engina"ing Division (771-0220) fDr a tightline and detention systlimii..lck��On. baftyre backfill Ong and forfmalinspoctions. In property is tho 2, Responsibility for opmtion and maintenance of drainfigO IlYstem On responsibility of the property owner . . Material nommulated in the 9"a pipe must be ftus out and rtmoved from Lbe catcb basins to allow proper opemdan. MwdAWet 'GOntr0l OrifiCB must be kept open at all times. BY A Table I — Detention Pipe Sizes Impermeable Required Pipe Diameter Area S Vol Cu Ft 150 18' 24. —30" 2000 50 40 28 16 10 2500 62 50 35 20 13 3000".1 75 60 1 eqt 3500 87 70 AS lenni 4000 100 so 2.1 4500 112 90 63 36 23 5000 125 100 70 40 25 Note: Allowable Pipe Materials: Reinforced Concrete Aluminized Steel Aluminum CIVIP Asphalt Coated N — 12 ADS (Not permitted on roads) I Table 2 — Outlet Orifice Sizes Impermeable Area Sq. Ft Outlet Orifice Diameter (Inches) 2000 5/8 2500 -5/8 4500 7/8 5000 7/8 3 — Rectangular Catch. Basin Requirements Detention Max.'size Catch Basin pipe diameter knockout Type C-< 188 208 I -so to- 243 Type IL, CB 16 240 to 360 360 Tkpe 11, CB 19 19 (48" Basin) 368 to 42m 420 Type 11, CB 19 19 (54- Basin) *Source: Assoc. Sand &.Gravel Co. Standards 5 ReviGed 3/16/9.5 pipe --nwi-'GeoResources, LLC 5113 Pacific Hwy.E, Ste. 1-1 Fife, WA 98424-2649 (253) 219-1023 FIELD REPORT Job No. Owner: AC-C- co-.TV-4 A40"Cs Date: 6fis/0+ Project: Report No. I I - I Prepared by: Location: ro"Y 0'VP S Arrival Time: 63)oo - - Page: of Purpose of Visit: Poer-e-p-1 Weather: 60 Depart. Time: 16-14-5, Permit No. Agvivx-o otj e Fzaeoecr br PJZMI;;� -504)�aAtA4f' Or4CX—' HO"495 1-V "ear Cos'-n1z'A('T0x N 0 CV�4 'rP-,Ac--M P- MULICO"APU— &V -!6/7'V* POC4469,1 C-0^)'rR-AeTPF- AAS Oe4plJ 99* ';1-0aSle'RVe;0 6ASZ�couz-s'a icowstsy% asr ovee,51-ee- eoe*�, gnsg?..ay esz-v A ji�wv S P#Rus� A" t> DeAw N Foa ev.-\t-s.is r&mr WerN t�o Gi?odmu "Am& --,,gzp�Acoa Evlp&vr .,WAS. E, a4i;� wo &v,1:% nz -oi. 'fPIA VS I J, 0 ENT"".& JQC-a M4 re JS o" a ur-�A or /" s rA W-Z b ji-t e,-OP Y e1&FVRT -rwco"o a- SOALL4 .4��67 �-1 W Ir F047 A %L J F 0 V P, VJ a A 4 This report presents opinions formed as a result of our observation of activities relating to engineering geology. We rely on any contractor to comply with the plans and specilli ations throughout the duration of I 'c the project nespective of the presence of our representairves. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety on this project. Attachments: Distribution: Signed: FQat 1-4 2-00�- - (9 ZD--z— 'GeoResources, LLC 5 . 113 Pacific Hwy.E, Ste. 1-1 Fife, WA 98424-2649 (253) 279-1023 FIELD REPORT Job No. Owner: PCC4 CL)-'TV'4 4ormes Date: 6116/0+ Project: ��Oa-RIAJ&, e6;S1VCk)ez Report No. I Prepared by: k"Jo Location: ro"'4 0,Vp S Arrival Time: 8)00 Page: of Purpose of Visit: gog.r-lLF-1 -SoSgAP9 Weather: '"NAJY &0 Depart. Time: 6:*r Permit No. At-eive-P ow -go& e -50,04�S&A4P orillIC-C HO&465 90CV.&RI 60"'MACVA *AS, J3&6,w0 94&170AJ 00 UPP&P, 7'/e:-,e OF VW.ft&�Y I -TV860APZ Sateg V'X e'495X-0 /&) Aprov-.&-ir car 4&& )Pe�.O,OM- e-%VA eV. I 'SPJIRL4�9 A"b DeAtsi PsPe ep^is-is mir Lo.4-nss Pwity-wr--i MAcon4ik- - t40 Gftc)-*-Jb PJArCZ WAS CYIP&Vr is o"iSIMear4�0rhuSrAL4-4b evPy OC IrICLO Els-M P'T /d 7woe.,go a- 1;'11 V M�— JJJN 17 -JUU4 4 eAco LIE BUILDING .. %/A-TIM ull, P &4�- o v a This report presents opinions fonned as a result of our observation of activities relating to engineering geology. We rely on any contractor to comply with the plans and specifications throughout the duration Of the project irrespecNe of the presence of our representatives. Our work does not include supervision or direction of the actual work of the contractor. his employees or agents. Our firm will not be responsible for job or site safety an this project. Attachments: Distribution: iio ip rS11gnbd: GmResources, LLC 5007 Pacific Hwy E., Suite 20 Fife, WA 98424 Office: 253-896-1011 Fax: 253-896-2633 FIELD REPORT Job N Owner* 'A Date: 61 Z-J lo 4- Project: F LU e� KN (V R- ^JC1 Report No. Prepared b PU Lt o else- Location: e v&" 0,,j Arrival Time: &; 6?V Page: I of Purpose of Visit: - C-( a h ceL(- Weather: �rvrd " Y Depart. Time: 4,: T47 101,-% Permit No. (212 IV a 0 0 SITt lz- c- cz t-) s s t- o 1:1ze D vet>e-^j KA"e 0 F Ad.(- po*%IC5 To evAi-oArl� co"pT-7o^j oF F,9t-1A-)D47-?&AJ Sogtp"p�a solj�S )I ?J0 Cot-)n2AC-jog, flae�50,QQ-u-L 0" > Go �r#4 -i je�, as op poctE-OlaS PRI011- TO 400101L AA.� &Xe-4vAr-r-r) F-ce (14LX(.F- pl.-vorz. W/,17-W? jr TV So"e Fr->tz^i 15CA41-05 t" PLA4.4j, AdO 2e--5Mr-L w) F- od 0,45 P)e0F3r_D cC),tjp11,-,D^j OF '/z 5rtL" racOE 12oo . OP-Ct�-z^) t2oAt"mo^i -5-W3&t2A06 X C -4 V A oo,-J e. v fos 65 V491' /'-*'11L..4J!;e. 60-Alf '5/L-ry 6,,2A(/&L4,y W) VetA.,�1o^J4L C066" ( 711-1_) F-Asr-e-jjr�j pot2jio^3 Or- UoUSE rZV^) I)A"O^J.S eX rr NO b TO Wtfq C 1'2s , b 90W" T741, t e�l� PoSCD F-OL)"bA77-O&J MA rx�-e-"A" ICIZA4 %/ V1,.) Ylt-(.t> /,,)(v , MlrJOe t /4C)II:)IT7o"At� &Y6At/,4770^J e e Q U I JZ e- D A r 1'-0 0 &J r.> A n 0^.) 10 t-4 �J t- e i A) e-o z,�,j t:, P. o r 6 A A2 A 4. E 4 1-J J> rZ)4)IJ 9) Iq T-70 eU 5"m P A GO A) 6 �;Ag-r 1:7-ourJDAW^) tRC7'")c;&-AJ 6ARA&C, -501r.5 1,x?,9-5-40 510/r4&�e Foa 5'aPPojar or DISI-4A) Qv 77 P0 G L04/)5, joi oog oe1,I,)10AJ R E! C! E- -1 jUL - AM PWIT COUNTER This report presents opinions formed as a result of our observation of activities relating to engineering geology. We rely on any contractor to comply with the plans and specifications throughout the duration of the protect irrespective of the presence of our representatives. Our work does not include supervision or direction of the actual work of the contractor. his amployessor agents. Our firm vAll not be responsible for job or site safety on this project. Attachments: z Distribution: Signed: ki GeoResources, LLC 5007 P�cific Hwy E., Suite 20 I Fife, WA 98424 Office: 253-896-1011 Fax: 253-896-2633 FIELD REPORT Job No. r4-0&v." I Ownen. . AU- iCip5ralt.,f AW49C Date: Project: #JC 7 ...L r.4V6 ZIA;& k7f--c-It>e Report No... Prepared by: vL.r4lr Location: E Arrival Time: 5:0,0 Page: 1 of Purpose of Visit: Weather: Depart. Time: Permit No. 7 Aruivi�o �jfi-L fLrrp- OeQue-S-r oF rlwXo 50pc1,JeA"P OPA46 Cb64-40" 14oxt&S -77) ey'A4LU,41V j5l�AAINIC. e0iQ010oAlS AP(Z ah& RoLK6p-y T'X-,�e Csi�U r IA-d TleR PACVIA&�Lv FACe r014 'kJ0e,'-"0-RAJ Vs eXPos&�p Ae4b Coo-)5-15rs k)4/vi-4Y- OF V69gV 064SIE5 !$IA.—.-y e7eAje`&i.L.,�-J 54"6 t7i.40^6 rtkj g 60/74131�.I� r-,Pe PZOPOSLD ROe-k&-Ay > IP'4"H e.0 VAI PVA447a' -Z-N OVA OP"""'JI041 > f�,&py air Fai.,o kcpoar s-ire RECEIVED JUN 2 2 2004 I L-1 11vil I VVUNTEM This report presents opinions formed as a result of our observation of activities relating to engineering geology. We rely on any contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representatives. Our work does not include supervision or direction of the actual work of the. contractor, his employees. or agents. Our firm will not be responsible for job or site safety on this project. 41 Attachments: Distribution: Signed: 4d. garage it buji Landing (from existing stairs) I Landing .I Landing 3) FOR AND DAMAGE 1/255 21) r-*ri WILL U Floering - rd 19, ,-2-342Qv7j4,th A y,e� "I Edmonds WA 98026 APPROVED BY ENGINEERING Date:.--. -4 oos- TO OF, ftA,9-;F-A W10K -ro 1>miz 6-1� ,>IV\/ oe PWT REVISED PLAN APPROVED CITY OF EDMONDS BURDING DIVISION PLANS EXAMINI-k-R--,VJ 4 DATE 1,31LY_ 1 ........... 23.5' pave 39' 105.09 104.78 104.48 104.17 103.86 103.56 103.25 102.94 102.64 102.33 102.03 101.72 101.41 101.11 100.80 .100.49 100.19 99.88 99.57 99.27 98.96 r__1 4W STREET FILE To: City of Edmonds Engineering Office From: Win. Floering 23420 74 th Ave. W. Edmonds, WA. 98020 1h Attached are plans for the proposed driveway and steps for,2342,Q 7- 74 -Ave. West. The old driveway concrete has been cut, broken up and removed. The elevations are taken from the list of shots prepared by City Of Edmonds Engineering. The one significant change to the driveway is the removal of a 6 foot flat apron that wag poured adjacent to the garage opening at the top of the driveway. Removing this apron adds 6 feet to the run with no change to the elevation allowing us to fall below the required maximum driveway slope of 19 percent. The drive will now be a continuous slope from the street to the edge of the garage floor. The second change was to the stepsleading from the front door. The last step will be extended to form a wide landing. The new path will turn 90 degrees with the steps -1 . leading down the driveway toward the street following the curve of the rock retaining wall. The old landing ended in the driveway. Providing a 36 inch flat ' landing in that area of the old driveway made for an excessive driveway slope on the dowwhill -side of that old landing. The stairs will be poured first and separate from the driveway pour. Once the stairs have set up the forms will be removed and the driveway poured up to and abutting the steps. The area between the back of the steps and the garage will be concrete. There will no added buffer between the steps and the driveway. The elevation of the steps above the driveway slope will separate them from the drive. Asphalt connected the old driveway to the existing road bed. This asphalt is still in place. The new driveway concrete will be poured to the asphalt edge, some patching may have to take place in spots that were damaged during driveway removal. Please see the enclosed photograph. Win. Floering 9GW"a3:J0 AW ,,kwv,9(3 VNIalins 206-526-6480 da ansau Flocring - 2-3420177-4th Alve.WJ�dmonds WA 98026 REVISED PLAN APPROVED - CITY OF EDMONDS BUILDING DIVISION PL . ANS EXAMINER4f DATE Landing - 4011 .5" 11 N Imex %8 c,j LL w to Landing (frommistin s stair 31 j 0 )(-3& ju;k - ftK 7-fa 54?2jL .511 14" 18.5" APPROVED BY PLANNING ......... .. ........... ..... Landing 36" total ......... .. AW ?Iry Apth oc, 4A,�c o ,,YeoL4p NK)l j y\ 'j arlA I'qkj 0 W r57 f5 ha M-f ud -5 �5 = 5f YW4 Av-t \,*J 25.7% CB ELE 100 Unit = f t Scate 1' = 6' Drawn and Survey . byt J, Hawki.ns, 105.09 21% 104.67 21.5% Driveway Elevation for 104.24 20.5% 23420 74th Ave W 103.83, 20% 103.43 21.5% 103.00 21.5% 10 3.2 6--l- 1103.00 102.81 102.65 102,43- 102.57 7-.5% - - - - - - - - - - - -- - - - - - - - 102.38 103.11 102.17 20.5% 20.5% 1 102,70---- 5. 0 0- 101. -76 37.5% 20.5% 101.95--- 101,35 32.5% 21% 101.30-. 100.93 34% 21% 100,62--- 100.51 19.5% 24% 1 100,14--- 100.1 20% �177 ' = 9 9.7 2 " " 9. 8 0 7 �7 2.00 19.5% 42 . % 99,46--- 99.33 17% 9'8.6 2 edge of pavement 98.96 I rz- MIR too ') OUA go 20.4% 2o,47 7 TOPOGRAPHIC SURVEY FOR SITE PLAN SW1/4, NW1/4, SECTION 32, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. ICING COUN'UY, WASHINGTON 01, 0) NI TBM ELEV=100.00' ASSUMED uj L) z uj 0 C'4 0c) Lo 51, -t .t� I I CID (n 0 c; 0 U:) cun) d) / 89'45' cy) 0) 1 9'4:5'30" ooi FOUND 5/8" ql PArr 1 7' 97(ZT LEGEND I . 0 FOUND REBAR & CAP --0- U11LITY OR TELEPHONE POLE x x CHAIN LINK FENCE EDGE OF PAVEMENT CxDcxDcxDcxDcxDcD ROCKERY ABBREVIATIONS: R&C REBAR AND CAP WS1 WESTERN SURVEYORS, INC. W 9 0.9 5'\, C) >4 E=4 88.71' HOUSE #23422 EXISTING 5/8" WSI R&C TYPICAL 0 ci 0 E- C,Q V) z < 0 z m LL- 0 w < Li Z: 3)u—i Lu :2 Li a_ LO RE. v a Lo P- APR 15 2004 OD 0 PERMIT COUNTER co�� SURVEY FOR: FLOERING/JORGENSEN 20' JOB No.: 1422-2 DATE: 11-26-02 PAGE 2 OF 2 Lo 1 0 00 0 co CN z co =7777 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — --- — — — — --- -POSAL' 0 0 L,140. "'Viot 12 L _%OR TWAAERFORMECIAT :.'PROPOSAL SUBMITrED TO:. 7 -ose reb�'prop, td.furhish'the�mate'r��igoand�odrforrrf.-the.-hbor h6c"§ 6ry for the comple,bio'n''of s .2- ?1 7.: AP 77-7 a 4 06 V. I q . material 4s,-g6aranteed,.to, be� as:sp'e'cified,, and the- above, -work to be performed -in.. accordance-- with -the - d rawing§; and., sp`i�difi--,,�'� c Y ca ons submitted-fo"r abo e.wbrk and completedIn a substantial workmanilik er for the sum of Dollars ($ -2 asJollows. 54 2a io-b -ade- ",h)payMeints 5 Respectfully -submitted . . . . . . . . T.; n 'It ration r iroirn IJ 'f- ions. ii- �x, i - oi�ily, .. ov.p.speciicat . nvolving extra costs ecu a upori'wriften order,, and will, become an extra charge itb� A 11 ag reemen is conti ngent upon strikes, ac- _:!�'A7 ver othe as Per ci eql�s, r a]' beyond our control. Note This proposal,may be withdrawn* 77,77— by us if not accepted within da, Y�Zf ...... -ACC ANCEOFT EPT va ove..prices, spPCI [cations- and dori�itioris-i -'are' n ii h 'd:- to -.*do thd .df6� hereby.. accepted. Y66 are .'aut orize Work ec�fik.i -wilL .ma a as outlined above Pavnients be"'id J Signature D: C ate Signatuie J.. MM �4_'NC,38 i 8150 MA -INUSA'-__' PROPOSAL City of Edmonds 121 5 1h Ave. North Edmonds, WA. 98020 RECEIVED OCT 17 222 DEVELOpMENT SERVICES Development Services Department; 03 - I-Ae 17 Oct. 2003 In response to the attached letter I would like to request a 6 month extension to my th building permit application. My current application (03-176) is due to expire Oct. 24 The general contractor and contract engineer are working to satisfy the terms and conditions pursuant to issuance of a building permit for a newly constructed single family dwelling at 23420 74 1h Ave. West. Progress is being made but due to a number of factors, the process is taking longer than first anticipated. Thank You, - VJVI� William J. Floering P.O. Box 27666 Seattle, WA. 98165 /-, -451- Ile C C, i� -.CITY OF EDMONDS CONSTRUCTION PERMIT APPLICA 1-OWNER NAME/NAME.OF BUSINESS . , I I . -,r 1::� L e-- r I A 01 PERMIT EXPIRES 17 1 USE PERMIT ZONE NUMBER T JOB 921 SUI E/a) 0 ADDRESS ( ?() �t� PLAT NAMEISUBDIVISION NO. LOT NO. LID NO. ykj I I I � C%- A &C MAILING ADDRESS : 1 R P, 6. CITY TELEPHONE _7tQ ,z, NAME A. ADDRESS x U I � CITY ZIP TELEPHONE L CIS NAME NAM E L m cc RE SS ADDRESS ADD r r 0 U CITY ZIP TELEPHONE C HECKED BY� STAATE LICENSE NUMBER --c C)l jl2cf)li .0 1 C) �-1 I? l 4 _� —, /,�, (,-,c <J�RROPERTY- TAX ACCOUNT PARCEL NO. 0 : j L f; W 0 -0 NEW RESIDIl PLUMBING MIiCH COMPLIANCE OR__ ---- ADDITION COMMERCIAL CHANGE OF USE REMODEL MULTIFAMILY SIGN FENCE REPAIR CYDS X F DEMOLISH TANK OTHER il�g�RAGE RETAINING WALL F RE SPRINKLER Id, ROCKERY F2 ALARM ARPOR T 0 10 (rYPE OF USE, 'BUSINESS OR ACTIVITY) EXPLAIN: U R _AL C 'TIC (A CRITICAL NUMBER NUMBER OF OF DWELLING AREAS C'No NUMBER _z_ I 0 STORIES UNITS B DESCRIBE WORK TO BE DONE PJ r-\A 1 011 L,4_10� .... ..... . ............... .............. .................................. /14/ 3 17-5., H SOURC GLAZING % SLCl P LAN CHECK NO: VESTED DATE THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO ONLY. ANY CONSTRUCTION ON THE PUBLIC BE DONE ON PRIVATE PROPERTY 2 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES. ETC.) WILL REQUIRE SEPARATE PERMISSION - PERMIT APPLICATION: 180 DAYS Lu a- PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN iso DAYS SEE BACK 00 PINK PERMIT'FOR MORE INFORIl 0 'APPLICANT, ON . BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND'SUCCESORS IN INTEREST. AGREES TO INDEMNIF'� DEFEND AND HOLD HARMLESS THEICITY,OF AND 2 EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY. cc Al I r-1 Mulct s:nA nAMAGES OF WHATIEVER.-INATURE, ARISING DIRECTLY OR.INDIRECTIY FROM THE ISSUANCE OF THIS PEl lbziul u' I"' - - DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE NOR LIMIT IN ANY WAY THE CI1YS ABILITY TO ENFORCE ANY ORDINANCE PROVISION. - I — — — I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT, Al I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- TION; AND IN QQING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED OR CODE OF THE STATE OF WASHINGTON RELATING TO IN VIOLATION OF E LAB M 'ej E WORKME19<0M E �ATION INSURANCE AND RCW 18.27. DATE SI NED SIGNAT4RE (OWNERdR AGENQ_ G LID FEE $ TESOP =f-�-d 13 !UBUC RIGHT OF WAY PER OFFICIAL tSTREET RW Perm I., de'l.d R: %:'IR TT MfAP Stre . P I inspection Required EXISTING PROPOSED Sidewalk R.quV.d 1EQUIRED DEDICATION FT Underground Wiring recluired - E-fEA SIZE LINE SIZE M NO. OF FIXTURES PRV REQUIRED 13 z YES NO a I I A Lu z _/� z IEMARKS )WNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROWDRAINAGE z U, te 0 Ill *-_"rC_A fiL 1 6) 6f. I4_TL1 N& �tIN'EFRING RF71EWED BY FIRE REVIEWED By DATE W VARIANCE OR CU SHORELINE77EBT#TINSRECTION I 'D BOND POSTED [01YES ' '0 $— SEPA REVIEW EXEMPT SIGN AREA ALLOWED ' PROPOSED HEIGHT ALLOWE D PROPOSED EXP LOT COVERAGE REQUIRED SETBACKS l PROPOSED SETBACKS (FT.) FRONT URSIDE REAR ALLOWED PROPbSED 6, FRONT SIDE REAR 0 I I r- " 0.0 1 I I -, I , Z, .5 5_3 'r, - PAR ING LO AREA PLANNIN REVIEWED BY DATE REO'D ,_ '7 I PROVIDED I_. REMARKS CHE CKED BY TYPE OF CONSTRUCTION CODE/-) OCCUPANT G GROUP .�Z� OCCUPANT SPECIAL INSPECTION AREA L REQUIRED LOAD REMARKS rl 3 PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQj'D 9 .......... y dow y VALUATION $ 17-1.11intinn FEE DescriptionT FEE Plan Check &L '1'11�V ,— zjtate �urulldllqt; Building ermit -Z, t4 City Surchar e Plumbing Mechanical Grading El Reviii Engl Inspection, Fire, Review Plan Chk. Deposit ;Fire Inspection R�ceipt Landscapeinsp. Total Amt. Due Recording Fee Receipt # APPLICATION APPROVAL CALL This application is not a permit until signed by the Building official or 6is/he'r Deputy: and Fees are paid. and INSPECTION receipt is acknowledged in space provided. FOR OFFICIALS SIGNATURE .. . DATE (425) 4. 771-0220 REL'A DATE I=VY 't IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL AND APPROVAL OR A CERTIFI- C�IGINAL -.,FILE YELLOW - INSPECTOR A FINAL INSPECTION HAS BEEN MADE PlNK'K-NER GOLD -ASSESSOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 GREEN - ACCOUNTING QRSR.& HARD �YCIU ARE MAKING 5 COPIES -�' -'7 C . is 19'*J 0 0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: wwwxi.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Building - Engineering April 13, 2004 Wm. Floering P.O. Box 27666 Seattle, WA 98165 RE: Request for driveway slope waiver — 23420 74 th Ave West I Dear Mr. Floering, GARY HAAKENSON MAYOR This letter is being sent in response to your request to exceed the maximum allowed driveway slope of 14%. Review of the submitted letter and site plan indicates that site constraints prevent you from obtaining a 14% driveway slope without adding considerable cost,to the construction of the home. Therefore, a maximum slope of 19% will be allowed. A driveway form inspection will be required prior to pour of the driveway. The engineering inspector will verify that no portion of the driveway exceeds the 19% slope allowed by this waiver. Please feel free to contact Jeanie McConnell at 425-771-0220, ext. 1338 should you have any questions regarding these requirements. Thank yo DAM K. GEBERT, P.E. City Engineer jm cc: x..,ereet file Plan Check 03-176 Incorporated August 11, 1890 04/01/2004 12:46 FAX 206 524.661) KINKOS SANDPOINT WAY Z� 7 City of Edmonds I April 2,004 City Engineer Dave Gerbert 12151" Ave. North Edmonds, WA. 98020 Dave Gerbert; This letter is a waiver request for a driveway slope greater than 14 percent but falling within the range of 14 to 20 percent grade. The driveway is the proposed access to 23420 740' Ave. West, a singlefamily residence, plan check number 03-176. Looking back over the records your office has questioned the original driveway proposal since June 2003., 1 hired the engineering company LSI Adapt to calculate the driveway slope and prepare -the elevation and grading reports. It was not apparent to myself nor the general contractor (ACC Custom Construction), that an error had been made by the engineer at LSI Adapt. What was reported as a 13.8 deg ree slope for this driveway was in fact closer to a 29 degree slope. LSI Adapt and ACC Custom Construction have revised the grading plan and lowered the garage level to arrive at a more reasonable driveway slope. The new plot plan shows the 37 foot driveway raising from the 80 foot elevation contour at 74h Ave. to 87 feet at the garage level. This calculates -put to an approximate driveway slope of 19 degrees. If this drive is not acceptable the alternatives I am aware of will add considerable cost and time to the permit process and the construction of this home. Thank you for considering this waiver request. I will be out of town until May 90', please forward all related correspondence to ACC Custom Construction. Win. Floering P.O. Box'27666 Seattle, WA. 98165 RECEIVED APR - 6 2004 PERMIT COUNTER Q001 '7 a I "? C.. 1 S 9 "1 0 10 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: wwwdedmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Building - Engineering April 13, 2004 Wm. Floering P.O. Box 27666 Seattle, WA 98165 RE: Request for driveway slope waiver — 23420 74 1h Ave West Dear Mr. Floering, GARY HAAKENSON MAYOR This letter is being sent in response to your request to exceed the maximum allowed driveway slope of 14%. Review of the submitted letter and site plan indicates that site constraints prevent you from obtaining a 14% driveway slope without adding considerable cost to the construction of the home. Therefore, a maximum slope of 19% will be allowed. A driveway form inspection will be required prior to pour of the driveway. The engineering inspector will verify that no portion of the driveway exceeds the 19% slope allowed by this waiver. Please feel free to contact Jeanie McConnell at 425-771-0220, ext. 1338 should you have any questions regarding these requirements. Thank yo D K. GEBERT, P.E. City Engineer jm cc: street file ,41an Check 03-176 Incorporated August 11, 1890 04/01/2004 12:46 FAX 206 524 6657 KINKOS SANDPOINT WAY Q001 City of Edmonds I April 2004 City Engineer Dave Gerbert 1215"' Ave. North Edmonds, WA. 98020 Dave Gerbert; This letter is a waiver request for a driveway slope greater than 14 percent but falling within the range of 14 to 20 percent grade. The driveway is the proposed access to 23420 74th Ave. West, a singlefiamily residence, plan check number 03-176. Looking back over the records your office has questioned the original driveway proposal since June 2003. 1 hired the engineering company LSI Adapt to calculate the driveway slope and prepare -the elevation and grading reports. It was not apparent to myself nor the general contractor (ACC Custom Construction), that an error had been made by the engineer at LSI Adapt. What was reported as a 13.8 degree slope for this driveway was in fact closer to a 29 degree slope. LST Adapt and ACC Custom Construction have revised the grading plan and lowered the garage level to arrive at a more reasonable driveway slope. The new plot plan shows the 37 foot driveway raising from the 80 foot elevation contour at 70 Ave. to 87 feet at the garage level. This calculates �.out to an approximate driveway slope of 19 degrees. If this drive is not acceptable the alternatives I am aware of will add considerable cost and time to the permit process and the construction of this home. Thank you for considering this waiver request. I will be out of town until May 90', please forward all related correspondence to ACC Custom Construction. Win. Floering P.O. Box 27666 Seattle, WA. 98165 4f*U1"15 RECEIVED APR 62004 PERMIT COUNTER V&c6c'c� - z/- /- 0 y 03/09/ 2004 11 5U MOUNTLAKE TERRACE March 91 2004 Bill Floenng P.O. Box 27666 Seattle, WA 98165 1Y1 I LkrC- I C.M i,, I T rlHLL. E r- U I / r-1 1 post-W Fax Note 7671 0al'a 3 1'9 It, To SA, t6. COJDept, CA-t� From — (6w% Moeh Li,-_ Co. rLj ( rLl(-T Phone Ic _lL Phone 04'�'r -q jFaX # 17 1 Fax# Re: Edmonds* Vacant Lot - Parcel No. 00488800300402 Dear Bill, t!!5- f - T Per your request the City of Mountlake Terrace will allow your storm line to outfall to the existing opm ditch on the eastside of 74 th Avenue West provided you have approval from City of Edmonds to open cut the road and provide slope protection for the pipe outfall. Please call me if you have any questions 425-754-1971. 7unk you. Sincerely, Thomas A. MoehTle Construction Inspector TAM/ac cc: Read File N:\ENG I N EFR:%Edmonds_vac,,ant-it,,t-stormlinc.doc City of Mountlake Terrace, W3shinqton - PO Bcx 72 - Mountlake Terrace, WA 98043-0072 - �%mm.cilyofmlt-COM City Hall I Council ChamberS Police Departmer-1 Fife Department Recre3flon & Park& 520�' 226th st SW Public Works 52204 21 Slh St SW 23204 58T.') Ave WE?St 5906,232nd St SW -,Aciur!laKe Terrace WA 93043 22204 58111) Ave West NIcunt!ake'reriace VVA 98�,j4'5 Mountlake Terrace WA 98Od3 Mountlake Terrace WA 96043 �,4.ountj Ike Terrace VvA 92,043 425.670JI260 4 25.77 6.11 C 1 425,776.9173 405.670.8264 4ZI5,776.1 1 F31 F A ;� . 77A r491 1,9- 425,77� 5768 faX 425,778.6421 fax 4Z5.775.2365 fa�( 425.670.8267 It -tic. 18913 0 1 V GARY HAAKENSON CITY OF EDMONDS MAYOR 121 STH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Building - Engineering December 9, 2003 Bill Floen*ng P.O. Box 27666 Seattle, WA 98165 RE: Request to waive sidewalk requirement along property frontage at 23420 74 th Ave W Dear Mr. Floering, A letter was sent to you by Lyle Chrisman, Engineering Program Manager, dated November 20, 2003, stating you would not be required to construct sidewalks. This determination was made on the, basis that there was an existing single family residence that was to be demolished and replaced with another single family residence. As there is not an existing single family residence on the property, the requirement for sidewalks has been re-evaluated. Your request for waiver from the sidewalk construction policy, dated October 17, 2003, states there are no existing sidewalks within 1000 feet of the project site. There are however sidewalks along 76 1h Ave which is approximately 500 feet from the project site. Per the sidewalk construction policy, if any sidewalk presently exists within 1000 feet of the proposed development project on the street(s) on which the project fronts then sidewalks will be required as a ' condition of approval. Therefore, sidewalks will be required as a condition of approval to your building permit. However, per the City of Edmonds Comprehensive Walkway Plan, there is a City project identified to construct sidewalks along 74th Ave. For this reason the City will accept a payment -in -lieu of construction. The amount of the payment shall be based upon a validated engineer's estimate of construction cost submitted by the developer, and verified by the City Engineer. The estimate shall include the cost of sidewalks, curbs and gutters, additional pavement and other work that may be required to construct fully fimctional sidewalks along the full street frontage. You will still be required to design and show on the civil drawings (in this case, your site plan) all required improvements necessary to construct the fully fimctional sidewalks, and submit the drawings to the City for approval. Incorporated August 11, 1890 Please feel free to contact me at 425-771-0220, ext. 1338 should you have any questions. Sincerely, &,V,"Uk McConnell Engineering Technician c: Street file -6,1� Plan check #03-176 CITY OF EDMONDS 121 5TH AVENUE NORTH EDMONDS, WA 98020 (425) M-0220 FAX (425) 771-0221 ll now W1. Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Building - Engineering November 20, 2003 Bill Floering P.O. Box 27666 Seattle, WA 98165 GARY HAAKENSON MAYOR RE: Request to waive sidewalk requirement along property frontage at 23420 74h Ave W Dear Mr. Floering; We have reviewed your sidewalk waiver request and since you are replacing an existing home, and not creating any new impact on the City's infrastructure, we have been informed that we cannot require the construction of a sidewalk. Therefore, you will not be required to construct a sidewalk along the frontage of your property. If you have any questions, please contact me at 425-771-0220, ext 1324. Sincerely, �?E M� Engineering Program Manager ALC/cmc; V:\1ettcm\floeting- sw waiver-23420 7th ave w.doc Incorporated August 11, 1890 0 Sister City - Hekinan, Japan 0 0 City of Edmonds 121 5 1h Ave. North Edmonds, WA. 98020 Development Services Department; RECEIVED OCT 17 2003 DEVELOPMENT SERVICES 17 Oct. 2003 This letter is in response to the Edmonds sidewalk construction policy (ECDC 18.90.030) and in support of the single family dwelling construction pen -nit application number 03- 176 at 23420 74h Ave. West. 74 1h Ave. West does not lead to a school, a park, any commercial buildings or any other public facilities. A portion of this street does parallel a public golf course. The street and g olf course are separated by a 7 foot high chain link fence hence no access Is anticipated for this section of the golf course. There are no existing sidewalks on any of 74 1h Ave. West. One would have to travel well over 1000 feet west to 76h street to find existing sidewalks. I do not have ' the inf6nnation available to determine if 74 1h Ave. West falls in a future city walkway plan or if this street is part of a proposed bikeway and will require sidewalks at some later date. Thank You, William Floering P.O. Box 27666 Seattle, WA. 98165 206-526-6480 (days) RECEIVED OCT 1, 7 2003 ENCANEEIRING DIVISION 10/27/2003 09:47 4254321489 ACC INC PAGE 05 HOUSE FOUND 5/8" #23422 WSI R&C, 1.7' WEST LEGEND. CONSTRUCTION ENTRANCE SILT FENCE 800 Maynard Avenue S., Suite 403 Seattle, Washington 98134 Ph : 206.654.7045 Fax : 206.654.704B ��Jpj 4@@h5 M k -A MA IV0 L A VA'M EM" I VA M, IN sit 'IVA LIN 00 N 20 40 SCALE I-N FEET FIGURE 4 -1 Eroslon Control PrOJOct . Floerin /Jorgensen Location :2,3420 ;74th Avenve West Edmon's, Washington 98026 Client ACC C 4 storn Homes Date 08/26Z JOb S—WA-03-9132 TOPOIRAPHIC SURVEY FOR SITAPLAN SWI/4, NW1/4, SECTION 32, TOWNSHIP. 27 NORTH, RANGE 4 EAST, W.M. ICING COUNTY, WASHINGTON So"TH' E ET FILE RFEACP IvEllwc -1 SEE SURVEY BY WESTERN SURVEYORS, INC. FOR BOUNDARY RESOLUTION, APR 2 4 2unnui LEGAL DESCRIP11ON AND BENCH MARKS. THIS SURVEY IS FOR TOPOGRAPHIC INFORMATION ONLY. PERMIT COUNTER SURVEYOR'S NOTES 1. EASEMENTS, ROADS, RESTRICTIONS, RESERVATIONS, HAZARDOUS WASTE DEPOSITS, MOLD INFESTATION, CONSTRUCTION DEFECTS, AND MINING ACTIVITIES, IF ANY, ARE NOT SHOWN EXCEPT AS INDICATED. 2. UNPATENTED MINING CLAIMS, RESERVATIONS OR EXCEPTIONS IN PATENTS OR IN ACTS AUTHORIZING THE ISSUANCE THEREOF, WATER RIGHTS, CLAIMS OR TITLE TO WATER IF ANY, ARE NOT SHOWN EXCEPT AS INDICATED. 3. INDIAN TRIBAL CODES OR REGULATIONS, INDIAN TREATY OR ABORIGINAL RIGHTS, INCLUDING EASEMENTS OR EQUITABLE SERVITUDES IF ANY, ARE NOT SHOWN EXCEPT AS INDICATED. 4. BASIS OF BEARING — SEE DRAWING. 5. EQUIPMENT AND PROCEDURES USED: TOPCON GTS 2215- TOTAL, STATION AND CLOSED FIELD TRAVERSE LAST CALIBRATION JUNE, 2002. ACCURACY MEETS OR EXCEEDS WAC 332-130-090. 6. VISITED DURING NOVEMBER, 2002. PRE "'RED QrRT_l� FLOERING/JORGENSEN 7. THIS SURVEY WAS LHA r I -V AND DOES NOT,EXTEND TO ANY UNNAMED -PERSON OR PERSONS WIT400T_ EXPRESS RECERTIFICATION BY SURVEYOR NAMING SAID PARTY. 8. CRITICAL AREAS TO BE FIELD VERIFIED BEFORE FINAL DESIGN. 9. ALL LOCATIONS SHOWN HEREON ARE THOSE OBTAINABLE BY SURFACE EVIDENCE ONLY, UNLESS OTHERWISE NOTED. 10. LEGAL DESCRIPTIONS SUPPLIED BY OWNER OR THEIR AGENTS. 11. THE SURVEYOR IS NOT RESPONSIBLE FOR THE REAGGREGATION OF ANY UNDERLYING LOTS, IF ANY, BY THIS SURVEY. 12. UNDERLYING FEE SIMPLE OWNERSHIP, NOT SHOWN, EXCEPT AS INDICATED, IF ANY. BOYD & ASSOUATES, MC. 828 INDEX -COURT NE REN-TON, WA 98056 --A')5-204-0840 1, Signature L��z - Robert W. Boyd, L.S. #17659 SURVEY FOR: FLOERING/JORGENSEN JOB No.: 1422-2 DATE: 11-26-02 PAGE 1) OF 2 TOP GRAPHIC SURVEY FOR SITE PLAN. SWI/4, NW1/4, SECTION 32, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. l(ING COUNTY, WASHINGTON 0 C TBM ELEV:=100.00' ASSUMED 89*45'SO"W 90.95-N x N C) co 0 0) to cp 0) 0 0 cn S89'45'30"E,,--j 88.71' C5 R FOUND 5/8" LEGEND WSI R&C, 1.7- WEST 0 FOUND REBAR & CAP -0- UTILITY OR TELEPHONE POLE x — x CHAIN LINK FENCE 11 EDGE OF PAVEMENT cxDcxDcxDcxDcxDcD ROCKERY ABBREVIATIONS: R&C REBAR AND CAP WS1 WESTERN SURVEYORS, INC. EXISTING 5/8" WSI R&C TYPICAL HOUSE #23422 0 b 0 '0 00 00 z 04 00 Milk a N 00 E-4 V) z M 0 Z- m -0 V) nt: vla� X cn a- Lli :2 Lli > a- F- a_ m SURVEY FOR: FLOERING/JORGENSEN JOB No.: 1422-2 DATE: 11-26-02 PAGE 2 OF 2 STREET FILE 01 To: City of Edmonds Engineering Office From: Wm. Floering 23420 74th Ave. W. Edmonds, WA. 98020 th Attached are plans for the proposed driveway and steps for 23420 74 Ave. West. The old driveway concrete has been cut, broken up and removed. The elevations are taken from the list of shots prepared by City Of Edmonds Engineering. The one significant change to the driveway is the removal of a 6 foot flat apron that was poured adjacent to the garage opening at the top of the driveway. Removing this apron adds 6 feet to the run with no change to the elevation allowing us to fall below the required maximum driveway slope of 19 percent. The drive will now be a continuous slope from the street to the edge of the garage floor. The second change was to the steps leading from the front door. The last step will be extended to form a wide landing. The new path will turn 90 degrees with the steps -,. leading down the driveway toward the street following the curve of the rock retaining wall. The old landing ended in the driveway. Providing a 36 inch flat landing in that area of the old driveway made for an excessive driveway slope on the down�hill -side of - that old landing. The stairs will be poured first and separate from the driveway pour. Once the stairs have set up the forms will be removed and the driveway poured up to and abutting the steps. The area between the back of the steps and the garage will be concrete. There will no added buffer between the steps and the driveway. The elevation of the steps above the Oveway slope will separate them from the drive. Asphalt connected the old driveway to the existing road bed. This asphalt is still in place. The new driveway concrete will be poured to the asphalt edge, some patching may have to take place in spots that were damaged during driveway removal. Please see the enclosed photograph. Wm. Floefing sawwaao XW ij44_V&Wd30 Moline 206-526-6480 VIA ens3w CB ELE 100 2 4'1-0 0 Unit = f t Scale 1' = 6' Drawn and Survey byt J, Hawkins Drivewb,y E(evation f or 23420 74th Ave W (A --4 % 103.26--- 1.03.00 102.81 102.65 102.43 7-.5;/ - - - - - - - - - - - 103.11 -- 20.5/ 102,70— 5,00 37,57 101.95 32.5;1 101.30-- 34;/ 100,62--- 24% 10 0. 14 � 177 0 7 /7�� 2.00 1 99.46-- 427 98,62 edge of pavemen-E- 105,09 21% 104.67 21,5% 104,24 20.5% 103.83 20% 103.43 21.5% 103,00 21.5% 102.57 102.38 102.17 20.5% 101.76 20.5% 101.35 21% 100,93 21% 100,51 19.5% 100.12 20% 9 9, 7 2 19.5% 9 01-3: 9-33 T 17% 9 8, 9 6 20.4% 20.4% Floering - 23420 74th Ave W. Edmonds WA 98026 REVISED HLAN -A-P--PRO-VED, CITY OF EDMONDS BUILDING DIVISION PLANS EXAMIN PATE Landing a M ly 40" 18.5" .517 11 Yvmxv- uj U. 10 Landing (fromb)xistin -g slairs 29.5" APPROVED BY PLANNING; Landing 36" total c rj1?-+f CAA 6W- ZT0 v6j Y\ ami �i ki D t5� r!�, t5 ha M4 CuJ Y4 4h,,,Y\ C3/g garage p"Min Landing (from existing stairs) I Landing Landing Q RESPCU" AN D 10 A = T Op vM ?ev- rLA114 WILL Floering - I u fo 19, 23420 74th Ave W Edmonds WA 98026 APPROVED BY ENGINEERING Date: q [zoos- T�F-1'4eWfM 70 09,r evFA-lZ4-Fc r9m Vlw :ro-lzm INSpecToi lz%F-olb TRIO?- !5;L-0m, C*�- REVISED PLAN APPROVED CITY OF EDMONDS BUHMING DIVISION PLANS EXAMIN DATE 23.5' — paverneiii 39' RES 105.09 104-78 104.48 104.17 103.86 103.56 103.25 102.94 102.64 102.33 102.03 101.72 101.41 101.11 100.80 100.49 100. 19* 99.88 99.57 99.27 98.96 'I'UPUGEAPHIC SURVEY FOR SITE PLAN Sw1/41I NW1/4., SECTION 32, 'TOWNSHIP 27 NORTH RANCY1 KING COUNTY TI3-M ELEV=1 00.00' ASSUMED m -D 89"45"3-0"'W 90.95 Aq, JL f ft;;;Ng 17 WASHINGTON 0 8 CZO ZR �LU5 Uj Uj EXISTING in �;2E 5/8" WS1 R&C TIYPICAL Caliz ff-ARD g Lw— A —P--. 1-0 m"'aill q U I AIR MOP FW;. M"M of I 0 —4, VIP �d FOUND 5/8 0j WIZI r?.err% 1 -7" WP-�' ZT AXAVII 0 IMPERVIOUS SURFACE CALCS Proposed Building' Roof Outline:1332aS Proposed Patio: —0 mom Proposed Garage:'314 fsu=916 9601P 00".1me ft 00 Proposed Driveway: Proposed Deck: Proposed Covered Porch:"0jLQftFb0WN HEIGHT CALCS A -I-qj It's B=-+071 �C =4 AVE.,GRADE AC UAL= MAXIMUM A L OT COVERAGE: Jq2.1, 8Q.FT. XI'016 LOTAREA: *qfe& ": SQ. FT. -VI Tax Account Parce 1 #0-1 0001aft-03Wq02 LOT SLOPE: J,11KING LID STY, TPICAL) rINISHED' Im"m TI w 3X To Ix SLOPE CONC so cot NISEN T CONTROL MIN. UPPER CAT& BASIN CONTROL CAfCH BASIN SYSTEM CROSS SECTION BY PLANNING V 4 EAST, W.M, -j C wo re Owl LLI UILLI cc 0 -1 � C-) Uj Ln C� ce) 04 0 Cr C 0 C-) U) U) Uj .:�. LU LLI cc Vj U) CM ;E C\j 06 C� 0. CC E I--- LU CL 04 Cf) lzr :z 9 '\ 00 0 CO(P G JORGENSEN tiM 60TAP046t CAILC St"T APPROVED AS NOTED BY ENGINEERING �S`TREET FILE Date: COM1,WL- PL*t3 q fj�joq 1101411v- W,I-L se- 9ZaA7-VD -ro 6fws-jr-"-T AS-PliAL,-T WAL440rq VOW-Q IZOM> Olt- Tvonolg "Nw St& Of %\07-10 1&jLiDw4Cn -0NA%,.- 7V '--A Alt 66L bg,417 ,sl rE, pmt\-) D R &CS APR 2004 PERMIT coUNTER w'.wom., uj Lu �7, SCALE: I " = 30' Em EffiEffillm umm sommommill 0 30 60 LEGEND I FND CONC. MON. IN CASE CHISELED *X" IN 2' BRASS DISK, SCRIBED '4561- DOWN 0.6' lot RIA4=72.93 Lu 8 20 20# U. FND 1* I.P. AT % 0 11 CAM POSITION ol %%%%) I —20.04'— N 89*45'JO" W 204.98' 0 %Av* SET 518"x 24' REBAR W lix- ICAP VS/ 16916 FOUND IRON PIPE AS NOTED (JULY, 2001) FOUND REBAR AS NOTED (JULY, 2001) -2001) FOUND MONUMENT IN CASE AS NOTED ((JULY, MONUMENT IN CASE NOT USED THIS SURVEY SET CONCRETE AWL WIFLASHER lWSI 1(6916" 11 CENTERLINE 4 (P) PLAT OF LAKE BALLINGER LAND COMPAAIIY'S PLAT SUBDIVISION NO. 1, V. 9, PGS. 57 & 58 (C) r,4LCULATED (M) MEASURED CLF N, - 5' W. OF (SP) SEWER PLAN PROVIDED BY CITY OF EDMfONDS SET REEIA WICAP CLF CHAIN LINK FENCE SskH SANITARY SEWER MANHOLE N 89*45'30" W 201.2 SSCO SANITARY SEWER CL[AN OUT V, Y, Fe-H -2410640 P.O.a. POINT OF' BEGINNING ss SANITARY SEWER LINE PROPERTY LINE cl, EQUIPMENT AND PROCEDURE METHOD OF SURVEY SURVEY PERFORMED BY FIELD TRAVERSE PARC�l INSTRUMEKATfON LEICA TCRM— 1105 ELECTRONIC TOTAL STATION NO7E* LOG477ON OF SANIZARY SEWER LINE IS SHOWN FROM AVAILABLE zo PRECISION PUBLfC RECORDS(SEE NOTE 4) MEETS OR EXCEEDS STATE STANDARDS WAC 322-130-090 _20.04'_ — — — — — — moo - — — — — — — — — — — BASIS OF BEARING N 8945'30" W 198,51' THE MONUMENTED CENTERLINE OF 75TH AVE. W. P.O.B. AS THE BEARING OF N 03*51'30"E PER THE 20, S.W. COR. LOT 4 WS1 16916 RESAR W/i-,AP RECORDED IN VOLUME 9 OF PLATS, PAGE 57 & 56 ELEV=102.46 PLAT OF LAKE BALLINGER LAND CO.'S PLAT 20' FND CONC. MON. IN CASE C COP OPPER TACK IN LE4D PC21 JAUDITOR'S CER77FICATE FILED FOR RECORD THIS ------- DAY OF 2001, IAT -------- m., IN BOOK ____ OF SURVEYS-, AT PAGE , AT THE REQUEST OF WESTERN SURVE YORS, INC. BOB 7ERMLLIGER COUNTY AUDITOR DEPU7`Y COUNTY AUDITOR WS/ 16916 REBAR WICAP ELEV.-100.00 ASSUMED WSI 16916 ROAR WACAP ELEV.-78.84 Lu PARCEL $'Bps ZN 0 M&k=8983 SQ. FT SSCO 60.51' 28.20" P SET WS/ 16916 REBAR WICAP ELEV.=81.80 FND 112m REBAR NO CAP 0.9'(S), 0.4'(E) OF SET REBAR W/CAP N 1:9 PRINTE D "I Ir' U 9 2001 WESTE.RN ENGINEERS, INC, tSSMH RIA4=80.30 SURVEYOR'S CERTMICATE ---------- J. THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER .4Y DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVE�-: 3753M6 RECORDING ACT AT THE REQUEST OF WILLIAM FLOERING IN JUNE 2001., 'rBTSS. DARREN J. RIDDLE EVIRES: . 12.24.Oi REGISTRATION NO. 37536 4 POWER POLE IS I, w. or 6".r RE84R �IC I�N P_ LEGAL DESCRIPTION PARCEL "A " ALL THAT POR77ON OF THE SOUTH HALF OF LOT 4, BLOCK 3, LAKE BALLINGER LAND COMPANYS PLAT, SUBDIVISION NUA48ER 1, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 4, THENCE NORTHERLY ALONG THE WEST LINE OF SAID LOT 4, 100.20 FEET TO THE NORTH LINE OF THE SOUTH HALF OF SAID LOT; THENCE EASTERLY ALONG SAID NORTH LINE, PARALLEL. WITH THE SOUTH LINE OF SAID LOT, 134.00 FEET, THENCE SOUTHERLY TO A POINT ON THE SOUTH LINE OF SAID LOT LWNG 138.00 FEET EASTERLY THEREON FROM THE SOUTHWEST CORNER OF SAID LOT, THENCE WESTERLY 138-00 FEET TO THE POINT OF BEGINNING. PARCEL "B LOT 4, BLOCK 3, LAKE BALLINGER LAND COMPANYS PLAT SUBDIVISION NUMBER 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNM WASHINGTON; EXCEPT THE NORTH ONE—HALF THEREOF; AND EXCEPT THAT PORTION DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 4; THENCE NORTHERLY ALONG THE WEST LINE OF SAID LOT 4, 100.20 FEET TO THE NORTH LINE OF THE SOUTH HALF OF SAID LOT, THENCE EASTERLY ALONG SAID NORTH LINE, PARALLEL WITH THE SOUTH LINE OF SAID LOT, 134.00 FEET, THENCE SOUTHERLY TO A POINT ON THE SOUTH LINE OF SAID LOT LYING 138.00 FEET EASTERLY THEREON FROM THE SOUTHWEST CORNER OF SAID L 0 T; THENCE WESTERLY 138-00 FEET TO THE POINT OF BEGINNING. TOGETHER WITH THE FOLLOWING DESCRIBED PARCEL: Tq,6' ' r PO-PTION 0.�- .00VERNMENT LOT 5, SECTION 32, TOWNSHIP 27 NORTH, RANGE 4 EtUr, W.H., hv SNOHOMISH CuUNTY, 11VASHINW-Ur., wisiii-�Ly oF THE Pwfio, Now',qvtL_�-r mAcpoN COMPANf RIGH7 OF WAY, SO ESTABLISIIED BY DEED RECORDED UNDER SNOHOMISH COUNTY RECORDING NUMBER 230959, LYING EASTERLY OF LAKE BALLINGER LAND COMPMY'S PLAT, SUBDIVISION NUMBER 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND LYING BETWEEN THE PRODUC77ON EAST OF THE SOUTH LINE OF LOT 4, BLOCK 3 IN SAID PLAT AND THE PRODUCTION EAST OF THE SOUTH LINE OF THE NORTH HALF OF LOT 4, BLOCK 3 IN SAID PLAT. NOTES: 1.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PARTIES WHOSE NAMES APP94R HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PAR77ES WITHOUT EXPRESS RECER77FICATION BY THE FND SEWER PAINT MARK 2' N. OF CALC. CLEAN OUT LAND SURVEYOR. LOCA17ON, USED PAINT MARK FOR SSCO LOCA77ON 2.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOGATIONS: OWNERSHIP LINES MAY VARY NO GUARANTEE OF OWNERSHIP IS EXPRESSED OR IMPLIED. THIS SURVEY DOES NOT PURPORT TO SHOW ALL EASEMENT, RESTRICTIONS, RESERVATIONS, AND OCCUPATION WHICH MAY ENCUMBER TITLE TO OR USE OF THIS PROPERTY. 3.) BENCH MARK FOR PROPERTY CORNER ELEVATIONS IS THE NORTHWEST CORNER, SET REEAR WICAP -WSI 16916', OF PARCEL "B". LOTA AT THE ASSUMED ELEVATION. OF 100.00 FEET. 4.) LOCATION OF SANITARY SEWER LINE CROSSING PARCEL "B' LOT 4, IS SHOWN USING AVAILABLE SANITARY SEWER AS —CONSTRUCTED 6R�WINGS RELEASED BY THE CITY OF EDMONDS. A.F. NO. I RECORD OF SURVEY FOR: (425) 356-2700 LAND USE CONSULTANTS CIVIL ENGINEERS e LAND SURVEYORS 13000 HWY 99 SOUTH * EVERETT, WA 98204 F' F SW1149 NW114,9 SEC.32s T.27N., R.4E, W.M. SNOHOMISH COLINTY9 WASHINGTON DRA WN BY DATE REV., BY DATE PROJECTMANAGER SCALE JKE 08107101 D. J. RIDDLE 1 Pl=30) DRAWING FILE NAME CHK. BY F.B. NO. JOB NO. SH T. NO. 01200ROS.DWG , DJR 292—A 101-200—A 11 Of I FND CONC. MON. IN CASE CHISELED 70 IN 20 BRASS DISK, SCRIBED '4561- DOWN 0.6' wl I 7. �4 SCALE- 1 30, Emm 11111111111m OEM 0 30 60 20' 20' FND Vv I.P. AT CAM POSMON N 89-45JO" If 204.98' %t % LEGEND --------- 0 SET 518'x 24' REBAR WICAP #WS1 16916 FOUND IRON PIPE AS NOTED (JULY, 2001) FOUND REBAR AS NOTED (JULY, 2001) �np FOUND MUNUMEIVI IN GA5t A.5 Nultu (1-JULT, ZU01,; I MONUMENT IN CASE NOT USED THIS SUIRVEY X SET CONCRETE NAIL WIFLASHER *WSI 16916" CENTERLINE 4 PLAT OF LAKE BALLINGER LAND COMPANYS PLAT (p) SUBDIVISION NO. 1, V. 9, PGS. 57 & 58 (C) CALCULATED I Q CLF IS f.6' W. OF (M) MEASURED SET REt 41? (SP) SEWER PLAN PROVIDED BY CITY OF EDMfONDS If"CAP cLF CHAIN LINK FENCE N 89*45'JO" W SANITARY SEWER MANHOLE sswH F. SSco 5AN!TARY SEWER Cl �Atj OUT R.O.W. RIGHT-OF-WAY PER A.F. 2410640 P.O.B. POINT OF BEGINNING ss SANITARY SEWER LINE PROPERTY LINE 9 EQUIPMENT "D PROCEDURE METHOD OF S*Umy SURVEY PERFORMED BY FIELD TRAVERSE PARCEL $$At' INSTRUMENTAWN LEICA TCRM-1105 ELECTRONIC TOTAL STATION NOTE. LOCA17ON OF SANITARY SEWER — LINE IS SHOWN FROM AVAILABLE PUBLIC RECORDS(SEE NOIE 4) PRECISION MEETS OR EXCEEDS STATE STANDARDS WAC 322-1-30-090 Z--ss—. Im.00. THE MONUMENTED CENTERLINE OF 75TH AVE. W. P. 0. 0. N 8945'30" W 198.5 1' AS THE BEARING OF N OX5 I'301E PER THE S. W. 00R. LOT 4 BASIS OF BEARING PLAT OF LAKE BALLINGER LAND CO."S PLAT, 20P 20# 01 16916 REOAR W/'V-AP ELEV.-102.46 RECORDED IN VOLUME 9 OF PLATS, PAGE 57 & 58. J 110 FND CONC MON. IN CASE C "0 0112IR MCK IN LEAD AUDITOR'S CER77FICATE FILED FOR RECORD THIS ------ DAY OF-----, 200 1, AT -------- M.p IN BOOK ___ OF SURVEYS, AT PAGE , AT THE REQUEST OF WESTERN SURVEYORS, INC. SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER 4Y i DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVE� RECORDING ACT AT THE REQUEST OF WILLIAM FLOERING IN JUNE 2001. i DARREN J. RIDDLE REGISTRATION NO. 37536 Lu P41 WSI 16916 RERAR WICAP ELEV.-100.00 ASSUMED 0jr TA 67.75' 23.20- PARCEL 09B91 MEA=8983 SO. FT +/— 60.51' 28.20' SET WSI 16916 REW WICAP ELEV.=81.80 I FND 112* RESAR NO CAP' 0.9'(S), 0.4'(E) OF SET REBAR WICAP PRINTED 0irl, U 9 2001 .W.ESTE.RN ENGINEERS, INC, ib SSMH FRI WSI 16916 RMAR WICAP M.-78.84 `,POWER POL.E_IS- - r w. or su REBAR �ial� 77 !q L4 te FND SEM PAINT MAW 2- N. OF CAM CLEM OUT F I - LLAAIIV[Yp VarV rMfVl W%nf% FOR SSCO LOC417ON RIM-80.1" LEGAL DESCRIPTION P,OCEL '*A m ALL THAT POR77ON OF THE SOUTH HALF OF LOT 4, BLOCK 3, LAKE BALLINGER LAND COMPANYS PLAT SUBDIVISION NUA48ER 1, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 4; THENCE NORTHERLY ALONG THE WEST LINE OF SAID LOT 4, 100.20 FEET TO THE NORTH LINE OF THE SOUTH HALF OF SAID LOT; THENCE EASTERLY ALONG SAID NORTH LINE, PARALLEL WITH THE SOUTH LINE OF SAID LOT, 134.00 FEET; THENCE SOUTHERLY TO A POINT ON THE SOUTH LINE OF SAID LOT LWNG 138.00 FEET EASTERLY THEREON FROM THE SOUTHWEST CORNER OF SAID LOT; THENCE WESTERLY 138.00 FEET TO THE POINT OF BEGINNING. PAR= "B* LOT 4, BLOCK 3, LAKE BALLINGER LAND COMPANYS PLAT SUBDIWSION NUMBER 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE NORTH ONE-HALF THEREOF,' AND EXCEPT THAT POR77ON DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 4; THENCE NORTHERLY ALONG THE WEST LINE OF SAID LOT 4, 100.20 FEET TO THE NORTH LINE OF THE SOUTH HALF OF S410 LOT, THENCE EASTERLY ALONG SAID NORTH LINE, PARALLEL WITH THE SOUTH LINE OF SAID LOT, 134.00 FEET, THENCE SOUTHERLY TO A POINT ON THE SOUTH LINE OF S41D LOT LWNG 138.00 FEET EASTERLY THEREON FROM THE SOUTHWEST CORNER OF SAID LOT; THENCE wEs7ERLY 138.00 FEET, TO THE POINT OF BEGINNING. TOGETHER WITH THE FOLLOWING DESCRIBED PARCEL: THAT POR77ON OF GOVERNMENT L07' 5, SECTION 32, TOWNSHiP 27 NOR-17t RANGE 4 &.ST, wy., IN SNOHOMISH COUNTY, WASHINGTON, LYING WESlb�LY OF THE PAGIFIJ NowwL. . vnikcpoy aompmf -RiGHTOF WAY, SO ESTABLISHED BY DEED RECORD6 UNDER SNOHOMISH COUNTY RECORDING NUMBER 230959, LVNG EASTERLY OF LAKE BALLINGER LAND COMPANY'S PLAT, SUBDIWSION NUMBER 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND LYING BETWEEN THE PRODUCTION EAST OF THE SOUTH LINE Or LOT 4, BLOCK 3 IN SAID PLAT AND THE PRODUCTION EAST OF THE SOUTH LINE OF THE NORTH HALF OF LOT 4. BLOCK 3 IN SAID PLAT NOTES: 1.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PAR77ES WHOSE NAMES APP94R HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICA77ON BY THE LAND SURVEYOR. 2.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOCATIONS.- OWNERSHIP LINES MAY VARY NO GUARANTEE OF OWNERSHIP IS EXPRESSED OR IMPLIED. THIS SURVEY DOES NOT PURPORT TO SHOW ALL EASEMENT, RESTRIC77ONS, RESERVATIONS, AND OCCUPA77ON WHICH MAY ENCUMBER TITLE TO OR USE OF THIS PROPERTY 3.) BENCH MARK FOR PROPERTY CORNER ELEVA77ONS IS THE NORTHWEST CORNER, SET REBAR WICAP VSI 16916, OF PARCEL 16-, LOT 4, AT THE R��CJMVECASSUMED EUVA77ON OF 100-00 FEET- JAN 152004 4.) LOCA77ON OF SANITARY SEWER LINE CROSSING PARCEL 18", LOT 4, IS SHOWN USING AVAILABLE SANITARY SEWER AS -CONSTRUCTED DRAWINGS PERMIT COUNTEFRELEASED BY THE CITY OF EDMONDS- A.F. NO. RECORD OP SURVEYFOR: (425) 0 a m � mm V% WILLIA VL0r-mlNuAl` 356-2700 SW1149 NWIX49 SEC.32m T-27N-m R.4E.p W-M- SNOHOWSH COVNTYo WASHINGTON LAND USE CONSULTANTS DRAWN BY DATE REV. BY DATE PROJECT MANAGER SCALE CIVIL ENGINEERS Z LAND SURVEYORSI JKE 08107101 D. J. RIDDLE 1 11=30# OB NO. SH T. NO. **,* DRAWING FILE NAME CHK. BY I F.B. NO. I of 1 *** 13000 HWY 99 SOUTH * EVERETT, WA 98204 01200ROS.DWG DJR I 292-AI01-200—A BOB TER KILLIGER COUNTY AUDITOR DEPUTY COUNTY AUDITOR SCALE: 1 0 = 30, 1 OEM momilom OEM _11mmmimm 6iiii 0 30 60 LEGEND FIVD CONC. MON. IN CASE CHISELED *X" IN 20 BWS 01SK, SCRIS&D '4561" 5NN 0.6 7. 24 F-4 .41 . 1 20' 200 FND 1* I.P. AT CALC. POSMON N 89'45'30" W 204.98' 0 SET 518'x 24" REBAR WICAP 0WSI 16916 u S! 0 FOUND IRON PIPE AS NOTED (JULY, 2001) 0 FOUND REBAR AS NOTED (JULY, 2001) (& FOUND MONUMENT IN WE AS NOTED ((JULY, '200 1) rv"'\ MONUMENT IN CASE NOT USED THIS SUIRVEY X SET CONCRETE WL WInASHER xWSI 16916" CENTERLINE 4 (p) PLAT OF LAKE BALLINGER LAND COMPANYS PLAT SUBDIVISION NO. 1, V. 9, PGS. 57 & 58 (C) CALCULATED WSI 16916 REBAR WICAP (M) ME4SURED CLF IS f.6' W, OF ELEZ-100.00 ASSUMED SET RV 4R (SP) SEWER PLAN PROVIDED BY CITY OF EDM(ONDS cLF CHAIN LINK FENCE WICAP S4NI7ARY SEWER MANHOLE sswH N 89*45'30" W SSCO 54NITARY SE WER - CXI fAtj OUT 7_ 67.75' 23.20' R. 0. W. RIGHT —OF' —WAY PER A.F. 2410640 tt P.O.9. POINT OF BEGINNING I ss- SANITARY SEWER LINE PROPERTY LINE EQUIPMENT AND PROCEDURE 2. V METHOD OF SURVEY SURVEY PERFORMED BY nELD TR4VERSE PARCEL "Alp INMUMMAWN PARCEL 'IB$9 AREA=8983 SO. FT LEICA TCRM- 1105 ELECTRONIC TOTAL STATION NOTE. L"nON OF SAN17ARY SEWER — LINE IS SHOWN FROM AVAdABLE PUBLIC RECORDS(SEE NOTE 4) PRECISION MEETS OR EXCEEDS STATE STANDARDS WAC 322-130-090 �_ss_ moo, 60.51' 20' 28. BASIS OF BEARING N 89*45*30" W 198.51' THE MONUMENTED CENTERLINE OF 75TH AVE. W, P.O.B. SET WSI 16916 REBAR WICAP_� AS THE BEARING OF N 03*5 1'30"E PER THE 20P S. W. COR. LOT 4 WSI 16916 REBAR WICCAP ELEV.=81.80 I PLAT OF LAKE BALLINGER LAND CO.'S PLAT, 20'. 1 ELEV. - 102.4 6 FND 112" REBAR NO GAP RECORDED IN VOLUME 9 OF PLAT$, PAGE 57 & 58. "1 1 0.9'(S), 0.4'(E) OF 110 SET REM W10W cel PRINTED FRND CONC. MON, IN WE /'R119 u 9 2001 Co NE COPPER TACK IN LEAD Yy�qTl��N ENGINEERS, INC, IAVDITOR'S CERTMICATE FILED FOR RECORD THIS ___ DAY OF 2001, AT M., IN BOOK __ OF SURVEYS, AT PAGE AT THE REQUEST OF WESTERN SURVEYORS, INC. BOB TER MLLIGER COUNTY AUDITOR DEPUTY COUNTY AUDITOR SVRVEYOR'S CERTIMATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER 4Y DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF WILLIAM FLOERING IN JUNE 200 1. WREN J. RIDDLE R. REGISTR4TION NO. 37536 TA 37536 8 T SSMH U-72.503 c1l I WSI 16916 RE84R WICAP ELEV.-78.84 LEGAL DESCRIPTION P.a= ##A m ALL THAT POR77ON OF THE SOUTH HALF OF LOT 4, BLOCK 3, LAKE BALLINGER LAND COMPANYS PLAT, SUBDIVISION NUMBER 1, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUN7y, WASHINGTON, DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHWEST CORNER OF 5AID LOT 4, THENCE NORTHERLY ALONG THE WEST LINE OF S4JD LOT 4, 100.20 FEET TO THE NORTH LINE OF THE SOUTH HALF OF 5AID LOT; THENCE EASTERLY ALONG 5AID NORTH LINE, PARALLEL WITH THE SOUTH LINE OF SAID LOT, 134.00 FEET; THENCE SOUTHERLY TO A POINT ON THE SOUTH LINE OF SAID LOT LYING 138.00 FEET EASTERLY THEREON FROM THE SOUTHWEST CORNER OF 5AID LOT; THENCE WESTERLY 138.00 FEET TO THE POINT OF BEGINNING. PARCEL *Bm LOT 4, BLOCK 3, LAKE BALLINGER LAND COMPANYS PLAT SUBDIWSION NUMBER 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE NORTH ONE-HALF THEREOF,' AND EXCEPT THAT POR77ON DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF 5AID LOT 4; THENCE NORTHERLY ALONG THE WEST LINE OF SAID LOT 4, 100.20 FEET TO THE NORTH LINE OF THE SOUTH HALF OF SAID LOT; THENCE EASTERLY ALONG SAID NORTH LINE, PAR4LLEL WITH THE SOUTH LINE OF SAID LOT, 134.00 FEET,* THENCE SOUTHERLY TO A POINT ON THE SOUTH LINE OF 5AID LOT LYING 138.00 FEET EASTERLY THEREON FROM THE SOUTHWEST CORNER OF SAID LOT; THENCE WESTERLY 138.00 FEET TO THE POINT OF BEGINNING. TOGETHER WITH THE FOLLOWING DESCRIBED PARCEL: THAT POR77ON OF GOVERNMENT L07' 5. SEC710H 32, TOWNSHIP 27 NORTH, POWER POLE IS R4NGE` 4 EAST, W.H., IN SNOHOMISH C OUNTY, WASHINGTON, LYING i ' w. w s-- r WESIEr&Y vF THE PAG0-� N0Rih'vv'L_,r IFACTION -COMRANf- RIGHT- OF WAY, REM SO ESTABLISHED BY DEED" RECORDED UNDER SNOHOMISH COUNTY RECORDING NUMBER 231151, LYING EASTERLY OF LAKE BALLINGER LAND COMPANYS PLAT, SUBDIViSION NUMBER 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGES 57 AND 58, RECORDS OF SNOHOMISH COUNlY, WASHINGTON, AND LYING BETWEEN THE PRODUC77ON EAST OF THE SOUTH LINE OF LOT 4, BLOCK 3 IN SAID PLAT AND THE PRODUCTION EAST OF THE SOUTH LINE OF THE NORTH HALF OF LOT 4, BLOCK 3 IN 5AID PLAT NOTES: 1.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PAR77ES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO �l �'FND ANY UNNAMED THIRD PAR77ES WITHOUT EXPRESS RECERTIFIC4770N BY THE SEWER PAINT 94RK 2' N. OF CALC. CLEAN OUT LAND SURVEYOR. LOCARON, USED PAINT MWK FOR SSCO LM17ON 2.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOC4TIONS.- OWNERSHIP LINES MAY VARY. NO GUAR4NTEE' OF OWNERSHIP IS EXPRESSED OR IMPLIED. THIS SURVEY DOES NOT PURPORT TO SHOW ALL EASEMENT, RESTRICTIONS, RESERVATIONS, AND OCCUPA77ON WHICH MAY ENCUMBER 7TTLE TO OR USE OF THIS PROPERTY. 3.) BENCH MARK FOR PROPERTY CORNER ELEVA77ONS IS THE NORTHWEST CORNER, SET REBAR WICAP lWS1 16916", OF PARCEL 18-, LOT 4, AT THE ASSUMED ELEVA77ON OF 100.00 FEET. 4.) LOCA77ON OF SANITARY SEWER LINE CROSSING PARCEL .8", LOT 4, IS SHOWN USING AVAILABLE SANITARY SEWER AS-CONSTRUC7ED DRAWINGS RELEASED BY THE CITY OF EDMONDS. A.F. RECORD OF SURVEY FOR: (42 mo % 0) WILLIAM FLOw"EFAUNG 356-2700 pri za vwt ii qrr szo_ Tm B.4.r.. vot. LAND USE CONSULTANTS CIVIL ENGINEERS Z LAND SURVEYORS *** 13000 HWY 99 SOUTH * EVERETT, WA 98204 *** p 0 0 ff SNOMAUSH COW"s ITASBWGTON )RAWN BY DATE REV. BY DATE PROJECT MANAGER SCALE JKE 08107101 D. J. - -RIDDLE i "=30 )RAMNG FILE NAME CHK BY1 F.B. NO. JOB NO. SH T. NO. 01200ROS.DWG DJR I 292-A 01-200—A 1 of I TOPOGRAPHIC' SURVEY FOR SITE PLAN ECTION 32, TOWNSHIP 27 NORTH, RANGE 4 1UNG COUNTY, WASHINGTON co �;-z C�n- CO z 0 EXISTING z ca Z F- 0 5/8" WSI R&C —8�-!'zu U- TYPICAL -8 904 513'0 w I L A LLI y SIC LU C 6 En C/) Ca C) 9 CC F LU 6 itz, LU t6 co 4w 31- OAZ 13 0 P-P F --A'R 71 I", -- - 0 r .04 FOUND .15/8 JIM% wizi 0 1pr% i -7v WP'�ZT HOUSF V #23422 LOT COVERAGE: 104 1 C! P'T *1 &- I PL 6T LOTAREA: We& SQ.FT. Tax Account Parcel #: WKAJ NA%.t HEIGHT CALCS. 00q8sb003wq0z A B=.+ SW1/4 v NW.1/4.1 S TBM ELEV=1 00.00' ASSUMED 0 L r E-1- 0 SM LS I - ADA Pr 0- .418 I It ACTUAL F-01.0 T CORTM NIN. MAXIMUM UPPER CATeH BASIN CONTROL CATCH BASIN SYSTEM CROSS SECTION 15 2M CITY COPY APPROVED BY PLANNING q fiq0q 4,0Mm,,*qo4 tto t4o-v APPROVED AS NOTED lig:l simw PAVV, VLF,: BY ENGINEERING z1%MWftL*S - OWNS9 WILL. Orraim S�71 Date: IMUR-sD To auswc-T Aspea', IM tACAJ- Or- ?910FL -ro igUiLD106 TU*L, IL :, STREE--T FILE co "--OrAl Y-Onw � 51-K, �ab �CSIVED APR 15 2004 PERMIT CoUNTER r Sl '34'l 6 tTfl - to I . PM ot PER WSI ENGINEERING �kjvLlj b 4 , - - - -., � n ,::�,m 1 12 I'll RECEIVED APR - 4 2005 PERMIT COUNTER '74tl rxk u plyu 50pig: To 66 APPROVED BY PLANNING La.�,� llhw I q ^Clr Z� I mu, LOW— #N�66) t10 e rf 2-0 6 - - 6 V 69 0