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17020 72ND PL W.PDF17020 72ND PL W p ADDRESS: TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTt COVENANTS (RECORDED) FOR: 12 CRITICAL AREAS : g7' o4 DETERMINATION: conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: /vv 7 I SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: BLOCK: WATER METER TAP CARD DATED: _!/��"7 e_ _ _ _ ,I Vjl r Y := I D • I O .0 -5,- / �b .,* - O OTHER: LATEMP\DSTs\Forms\Street File Checklist.doc I ..../Y� i"q.4F �/'^� •./�., ,�V. .,�4 j. %vt c .. � _ 4 ^- Y..''�_..1 ..:— ' r l.i 1....�'� rY �vi'4� _ •1 w e r ., ♦ .w.y.. �-'�fli�.l.-��V.-•.i ..-.�yv�f^-s-�-a :t,;.,�.yri)t �yai�.nf"Icy.TH ;+. 'y�'� .. ' rnC. I %9. City of Edm'on'ds. PERMIT NO: 10079 SIDE SEWER PERMIT PERMIT EXPIRES Address of Construction: Z4 f �� la �. LID #. Property Tax Account ,Parcel No. 0 fl,7T / 7 a4ogm A0.0 Attach copies of all access and utility easements ,.--- Verified and Approved by Owner an&lsr Contractor: r ,--P . x f'raY� Contractor License #: Building Permit #.Gi-dL' l e?!F' ® Single Family Invasion into City *Right -of Way: ❑ Yes �o ❑ Multi -Family (No. of Units *RW Construction Permit # ❑ Commercial (No. of Units ) Cross other **Private Property: ❑ Yes E�-Wo ❑ Public **Attach legal description and copy of recorded easement. Owner/Contractor Owner or contractor signature and acknowledgement statement: for this permit I certify that I have read the City's public handout entitled ,Bysjgnin'g ide Sewer Specifications, and shall comply with all City requirements outlined therein. /D/s/�' Date" 9 CALL DIAL -A -DIG (1-800-424t5555) BEFORE ANY EXCAVATION 9 W FOR INSPECTION CALL 42.5-771-0220 extension 1 .24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REQUESTS FOR OFFICE USE ONLY .. Permit Fee $ Repair Fee .$ Issued By: Trunk Charge $ .r..s Date Issued: Assessment Fee $ 'p'""` Receipt No:— gq/ City Permit Surcharge Fee 0 .00 Total Fees Paid $ 7!% r NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL -BE CHARGED. Job Site Ready YES NO Date: Initial: Partial Inspection: &/y LV&eCT Ll, wMe �- co Date: 411,0106 InitiaL'es, Partial Inspection: Date: Initial: a FINAL INSPECTION APPROVED: Date: � Initial: r� o 4 As -built to Street File: El '6, PERMIT MUST BE POSTED ON JOB SITE 'O, White Copy: File Green Copy: Inspector Buff Copy: Applicant L;temp;bldg;forn is;sspermitj lg4/00 A 0 F EDllr_ F ti ale CITY OF EDMONDS SIDE SEWER AS -BUILT r ADDRESS: PERMIT 17020 72 N D P L W NO. 10079 CONTRACTOR: HOMEOWNER: SCALE: AVALON CONST. UNKNOWN NTS DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY: 4/20/06 E. SIBREL 8/08/06 I. ABILA DATE RECEIVED CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS MAILING ADDRESS 2290®-91&1`4ve. W. CITY / /� pZIP �% TELEPHONE �% ./yy�" Ate///Y&0/-v J_ �[/ Q f.(� �`� / 7V— / NAME / S z5y16N L+ ADDRESS / 9ls" M4 JPI-WAI si 7 cV�Ae � 9?92 03111. 0�-03,r3- 4-3 l "s [PERMIT EXPIRES PERMIT NUMBER JOB SUIT /APT# ADDRESS j� PLAT NAME/SUBDIVISION.,,. LOT NO. LID NO. r LID FEE $ PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved RW Permit Required 13 Street Use Permit Required 13Inspection EXISTING PROPOSED Required 13 Sidewalk Required REQUIRED DEDICATION FT underground O Wiring required O METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED l� 14 YES 13 NO I3 i K REMARKS W OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAG / = O AS�•� W G_INEERING REVIEWED BY - DATE ADDRESS y/ RE REVIEWED BY ., DATE W � LL CITY 21P�,, ..._ TELEPHONE STATE LICENSE NUMBER EXPIRATION;DATE. '' CHECKEQBY' ', VARIANCE OR'CU 'INSPECTION SEPA - 1,PHORELINEORADB#` REQ'D -YES COMPLETED EXEMPT NO PROPERTY TAX ACCOUNTPARCEL:NO. r� CA#. �' WAIVER i� / ZONE... • "..i SIGN AREA -ALLOWED PROP�O(SEDr HE ALLOWED PR,O1POSED ,r e'�D 0 D / L�/ G%tf _ STUDY V t `-'I C I' I g g , t "' I d 5 •q NEW �F RESIDENTIAL `PLUMBING! MECH ❑ ADDITION COMMERCIAL COMPLIANCE OR ❑ ,; ❑ ❑ MIXED USE CHANGE OF USE ❑ REMODEL ❑ MULTIFAMILY ❑ SIGN LOT COVERAGE ALLOWED/ PROPOSED �q "5 7" �!i�.3':. REQUIRED SETBACKS (FT.) FRONT..' SIDE REAR . •-. Jr/ PROPOSED SETBACKS (FT.) FRONT, L/R SIDE REAR Z PARKING REQ'.D';.'PROVIDED LOTAREAPLANNING . 'BY DATE 3 REVIEWEDa G NG FENCE" ❑ REPAIR CYDS ❑ ( X FT.) .' , ' 2 1•' .; C�✓ I O/ r) `f' REMARKS ❑ DEMOLISH ❑ TANK ❑ OTHER GARAGE RETAINING WALL FIRE SPRINKLER CARPORT ❑ ,ROCKERY ❑ FIRE ALARM (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN TYPE TRUCTICIN, O :OCCUPANT GROUP• �/ LG � 400V f NUMBER OF STORIES /++ NUMBER'OF. DWELLING UNITS SPECIAL INSPECTION 1, REQUIRED YES CONSUL NT x 1*� OCCUPANT LOAD DESCRIBE WORK TO BE DONE { I Lot 1=TP-1 . Description "FEE Description FEE DECYj— (o 6-7 Plan Check _ 4 State Surcharge HEAT SOU CE LOT SLOPE% GG✓�%sib 249 � VESTS `DATE �,O �Sr �' pp � 'Building'Permit City Surcharge PLAN CHECK NO: [Plumbing % e-2,�_ Base Fee t THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO Mechanical '� BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading SEPARATE PERMISSION. En --- PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) Engr. Inspection ©"� PERMIT LIMIT: SEE ECDC 19.00.005(A)(6) SEE BACK OF PINK PERMIT FOR MORE INFORMATION *APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY Fire Inspection Receipt # d FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due �t NOR LIMIT IN ANY WAY THE CITY's ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COMPENSATION INSURANCE AND RCW 16:27. 0 SIGN RE DATE 0,4V5- (425) 771 -0220 SIGNATUR NER' RAGENT): DATE SIGNED ASED B DAfE ATTENTION' EXT. 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL l� !✓� A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110I IRC110. ORIGINAL -FILE YELLOW - I PECTC `I. .. PINK -OWNER GOLD - ASSESSOR 10/04 PRFCC HARn . vni I ARF MAKIAIrr. A rnpiPC 1" = 10' tams FEEM 10 0 10 20 NEIGHBOR'S PROPERTY LINE LEGAL DESCRIPTION LOT 8, EAGLES NEST DIVI NO. 1, FORMERLY KNOWN AS EDMONDS VIEW DIVISION NO. 1, ACCORDIN TO THE PLAT THEREOF RECORDED IN VOLUME 46 OF PLATS, PAGES 139 THROUGH 140, INCLUSIVE, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. (FROM "EXHIBIT A" (SOURCE UNKNOWN) AS PROVIDED BY CLIENT) CONTAINS 3,820.8 SQ FT (0.087713498 AC.) OWNER: HALIT A. R. SOYER APPROVED BY PLANNING / OS SMALLEST RECTANGLE / _ AROUND BUILDING AREA = 3338.97 SO. FT. COMMON \ N 89"I GO5" E 517` \ 10. x \ SILT FENCE \ HE i Fl 6 \ ,2 cn ® \ 0 0 o Q •\ \ E \ \ lad dCOMMON AREA a� o N c its, ii1 Ix O x H fps, oF,,�T pROPFP F A 9 90 MA 6 \\S.Ayq \ \ �� 9\\\\\ 10 \ wq <r �O \ \ �e\Is,R�Ce A'�'�\ iO \ \ \ \ / 97.40 Sy 97.71 gs ?o, ¢ 4Gg�sT toes Ry4 ' TV PI E � \ N� N, 'V c0 WTR X \ O,Q � \ METER STOCKPILE (CO q FZF��Toy�o \ AbeE6 8LE TIGHTLINE 0 MATERIAL _ Znl 18 00 \ \ \ SDR H 90 35 5C c Fl 24 4v Im Fl ® y � O \ 94 \ 86 / 00 , \ n PRbPOSED SI �E FA Y RESIDENCE 92 ® MAIN FLOOR EL TION: 9 (1 DECKS \ OWER FL OR EL ON: 87. R GE ELEVA ON: 113. �: a SILT FENCE Q o \ 9 6, \ 66 10.00 I �e 4�S QCONTRADTOR IS R ONSIBLE F i Fl 24 (1).$o c QN CONTROL AND D NACE \ �\ 43.33 \ /I ROOF 0) \ AL 94 0 0 ' N 8 O' 15" 73.0 s -n-� 0 ---® -' ® a?� ELEV. 82.5d ELEV. \ HAY BALE FILTER ELEV. 74.90 Fl 24 .60 �? AT LOW CORNER SILT FENCE eo \ \ X ALL -EXPOSED SURFACES T0� AVM TM - N P COVERED, WITHIN 2 DAYSrn COMMON AREA - rn COMMON AREA NeSITE G;gADi>ua i 7� ? � m OF Do*.tE UNmr- T►-IF_ R UB SIyQ�1zvlSty� ot= A RRE A14D AID ADDRESS SIGN REQUIRED SEP - 6 2005 PUCA-4(7- GO,,Lt7lT-i0^t S)� �EDT�t-f �^'Ez �'\ L` ?IzOv t vE F I N A.� STREET FILE C1�1f OF EDAM DSNT C�p.)0 I K y 4L) & t. 't-1 T l C-5 A FT-L k 4' t kt r-c E& CA v A'T-rev . 98.27 \ 99. 99.2 10 Q. � �j. O "• 1 X COMMON AREA EST RECTANGLE ID BUILDING = 3338.97 SQ. FT. ROOF DRAINAGE ROOF DRAINS TO BE TIGHTUNED AND ROUTED TO EXISTING STORM DRAIN IN THE ROAD. NEIGHBOR'S PROPERTY LINE HEIGHT BASE ELEVATION CALMLATIONS 97.40 88.55 .6+82-5 /2 78.25 74.9+81.6 /2 EZ ��94 6.4+96.1 /2 355.45 TOTAL 355.45/4 = 88.86 BASE ELEVATION 88.86 + 25.00 = 113.86 MAX. ELEVATION LOT COVERAGE CALCULATIONS 2041.3 S.F. FOOTPRINT AT FND. LINE (INCL GARAGE) 368.0 S.F. DECK do OVERHANGING FLOOR AREA 64.2 S.F. COVERED PORCH 2473.5 S.F. TOTAL LOT COVERAGE 3820.8 S.F. LOT AREA 64.74% LOT COVERAGE TREE DESIGNATIONS: (NUMBERS INDICATE DIAMETER - I.E. FI 10: 10 FIR TREE) FI = FIR HE = HEMLOCK MA = MADRONA D5-Q67 i7oR0 Z¢�r��/zd 5� SEP - 6 2005 BUILDING DEPARTMENT CITY ®Is LVr°.'aN®S STREET FILE 0 � 1 1 GEOTECHNICAL ENGINEERING EVALUATION SOYER RESIDENTIAL PROPERTY EDMONDS, WASHINGTON PREPARED FOR MR. HALIT SOYER 1 J J 1 �1 I RECEIVED JUN 2 3 2005 PERMIT COUNTER NELSON GEOTECHNICAL t N A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 — 13e Avenue NE, A-500 Snohomish County (425) 337-1669 Woodinville, WA 98072 (425) 486-1669 • (425) Fax 481-2510 Wenatchee/Chelan (509) 784-2756 IJune 3, 2005 Mr. Halit Soyer Montclair Construction Co., Inc. 22910 — 90`s Avenue West, Suite B-25 Edmonds, Washington 98026 Geotechnical Engineering Evaluation Soyer Residential Property 17016 — 72"d Place West Edmonds, Washington NGA File No. 405704 Dear Mr. Soyer: ' We are pleased to submit this report titled "Geotechnical Engineering Evaluation — Soyer Residential Property — 17016 — 72"d Place West — Edmonds, Washington." This report summarizes the existing surface and subsurface conditions within the project site and provides opinions and recommendations regarding site development. Our services were completed in general accordance with the contract signed by you on December 17, 2004. The project site is located on sloping ground in the Eagle's Crest residential neighborhood in Edmonds. The site consists of a vacant lot between two existing single family residences. A small portion of the lot is relatively flat along 72"d Place West, and the remainder of the lot slopes steeply down to the southwest into a small ravine. The flat area is grass covered, while the sloping area is generally covered with trees and underbrush. ' Project plans include a multi -level single-family residence to be placed on the steep slope. It is our understanding that the residence will include a daylight basement and attached garage. Based on preliminary plans, it appears that the residence will cover most of the slope within the property. Specific ' plans for stormwater management were not available at the time this report was written. The City of Edmonds has required a geotechnical evaluation for this site to address construction on steep slopes. The evaluation is to include an assessment of steep slope stability and recommendations for ' foundation design. We visited the site on February 15, 2005 to evaluate site conditions with a deep soil boring and slope ' inclination measurements. In general, we encountered compact silty sand with gravel overlying relatively clean sand with gravel. We interpreted these materials to be native glacial soils. 1 Geotechnical Engineering Elkation Soyer Residential Property Edmonds, WA June 3, 2005 NGA File No. 405704 Summary - Page 2 It is our opinion, from a geotechnical engineering perspective, that the proposed single-family residential project is feasible. In our opinion, the slope is stable under current site conditions. The soils underlying ' the site exhibit high strength and are considered to have a low potential for deep-seated sliding, provided that our recommendations presented in this report are followed. We recommend deep spread footings for the downhill foundation line. The spread footings should be a minimum of five feet deep below finished grade. Shallow spread footings could be utilized for interior footings. All exposed areas on sloping ground should be protected from erosion during construction. Stormwater from impervious surfaces should be routed to an appropriate discharge location. Specific recommendations for site development are presented in the body of this report. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. ' Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. I V ' Khaled M. Shawish, PE Principal Four Copies Submitted 1 1 1 NEL SON GEO TECHNICAL A SSO CIA TES, INC. 1 TABLE OF CONTENTS INTRODUCTION.........................................................................................................................1 SCOPE............................................................................................................................................1 ' SITE CONDITIONS..................................................................................................................... 2 SURFACECONDITIONS.................................................................................................................. 2 ' SUBSURFACE CONDITIONS............................................................................................................ 2 HYDROLOGICCONDITIONS........................................................................................................... 3 SENSITIVEAREA EVALUATION...........................................................................................4 EROSIONHAZARD......................................................................................................................... 4 SEISMICHAZARD.......................................................................................................................... 4 LANDSLIDE HAZARD/SLOPE STABILITY........................................................................................ 5 CONCLUSIONS AND RECOMMENDATIONS...................................................................... 5 GENERAL...................................................................................................................................... 5 EROSION CONTROL AND SLOPE PROTECTION MEASURES............................................................. 6 SITE PREPARATION AND GRADING................................................................................................ 7 FOUNDATIONS............................................................................................................................... 9 SLABS-ON-GRADE...................................................................................................................... 11 STRUCTURALFILL.................:...................................................................................................... 8 SITEDRAINAGE.......................................................................................................................... 12 USEOF THIS REPORT............................................................................................................13 LIST OF FIGURES Figure 1 — Vicinity Map Figure 2 — Site Plan Figure 3 — Cross Section AW Figure 4 — Soil Classification Chart Figure 5 — Boring Log NELSON GEO TECHN/CAL A SSOCIA TES, INC. Geotechnical Engineering Evaluation Soyer Residential Property 17016 — 72"d Place West Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering evaluation of the residential property designated as Lot 8 of the Eagle's Crest residential neighborhood located at 17016 — 72"d Place West in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site subsurface soil and groundwater conditions, and to provide recommendations for site development. The site consists of a single-family residential lot. Most of the property consists of steeply sloping ground. Current project plans consist of constructing a single-family residence on the slope within the central portion of the site. Cuts on the order of about 10 feet are proposed for this site. We have been requested to provide geotechnical opinions and recommendations for site development. To aid in the preparation of this report, we have been provided with an untitled, undated, plat map and untitled, undated site plan showing the proposed house location. We also have been provided with a topographic drawing by C & C Surveying titled, "Topography Survey for Halit Soyer — 17016 — 72"d Place West Project," dated March 1, 2005. Design Lines provided to us a drawing titled, "Halit A.R. Soyer — Custom Residence — Daylight Basement," dated April 26, 2005. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface soil and groundwater conditions, and to provide geotechnical recommendations for the proposed single-family residence. Specifically, our scope of services includes: 1. Review available geologic and soils maps of the area. 2. Explore the site subsurface soil and groundwater conditions. The site was explored with a geotechnical boring. The drill rig was subcontracted by NGA. 3. Measure slope inclinations and construct cross sections, as necessary. 4. Evaluate potential geologic hazards, including landslide and erosion hazards. NELSON GEOTECHN/CAL ASSOC/A TES, INC. Geotechnical Engineering Eftation Soyer Residential Property 17016 — 72"d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 2 5. Provide recommendations for site grading and earthwork including structural fill. 6. Provide recommendations for foundation support. 7. Provide recommendations for drainage and erosion control. 8. Document our findings, observations, and recommendations in a written geotechnical engineering report. SITE CONDITIONS Surface Conditions The site is irregular in shape covering approximately 0.1 acre. The site is bordered to the northeast by 72"d Place West. Single-family residences border the site to the northwest and southeast. Residential property borders the site to the southwest. The site layout is shown on the Site Plan in Figure 2. In general, the site occupies part of a northwest -southeast trending ravine and ridge area, with the site access at the top of the ridge. The ridge slopes steeply down to the southwest and exhibits about 30 feet of vertical relief. Tall trees and underbrush cover most of the site. We did not observe any groundwater seepage on the slope at the time of our visit. A cross section was constructed to illustrate site topography, subsurface soil conditions, and the proposed location of the residence. Cross Section A -A' is presented as Figure 3. Subsurface Conditions Geology: The geologic units for this area are shown on the geologic map titled Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties, Washington, by Mackey Smith (U.S.G.S., 1975). The site is mapped as Quaternary Vashon till (Qvt). Quaternary Esperance Sand (Qe) and Quaternary Whidbey Formation (Qw) underlie the site at depth, as indicated by the map. Vashon till generally consists of a compact mixture of clay, silt, sand, and gravel. Moderately to well - sorted, compact sand makes up most of the Esperance Sand. The Esperance Sand is interpreted to be part of a geologic deposit known as outwash, or sand and gravel deposited by flowing water. The Whidbey formation generally consists of compact clay, silt, and sand. Our explorations generally encountered NELSON GEOTECHN/CAL ASSOCIATES, INC. ' Geotechnical Engineering Efation Soyer Residential Property 17016 — 72nd Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 3 well -compacted silty sand with gravel materials overlying well -compacted sand with silt and gravel. The ' silty sand with gravel is generally consistent with the description of the Vashon till, and the sand with silt and gravel is generally consistent with outwash materials. Explorations: The subsurface conditions within the site were explored on February 15, 2005 with one soil boring and a shallow hand auger excavation on the slope. The approximate location of our soil boring is shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the exploration, examined the soils and geologic conditions encountered, obtained samples of the soils, and maintained a soil log. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 4. The soil boring log is presented as Figure 5. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the soil logs should be reviewed. About 0.5 feet of topsoil was encountered at the surface in the exploration. In general, we encountered compact silty sand with gravel in the upper 18 feet of our soil boring. We encountered compact sand with silt and gravel from 18 feet to 31.5 feet in our exploration. Hydrologic Conditions Moist soil conditions were encountered at depth. We did not encounter groundwater seepage in our exploration. However, perched water could occur on top of the compact silty soils during extended periods of wet weather. Perched water occurs when surface water infiltrates through more permeable soils and accumulates on top of underlying, less permeable soils. The more permeable soils consist of the thin layer of topsoil. The less permeable material consists of the compact silty soils. Perched water does not represent a regional groundwater table within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of groundwater to decrease during drier times of the year and to increase during wetter periods. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Eftation Soyer Residential Property 17016 — 72nd Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 4 SENSITIVE AREA EVALUATION Erosion Hazard The criteria used for determining erosion hazards includes soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey, Snohomish County Area, Washington, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The surface soils mapped on this site were classified by the SCS classification system as Alderwood-Urban land complex (2 to 8 percent slopes) and Alderwood-Everett gravelly sandy loams (25 to 70 percent slopes). We interpreted site conditions to more closely relate to the Alderwood-Everett soils. The Alderwood-Everett soils are described as having a high erosion hazard when stripped of vegetation. All undisturbed, vegetated areas should have a low to moderate hazard for erosion, depending on how surface water is controlled on the site. Seismic Hazard We reviewed the 2003 International Building Code (IBC) seismic site conditions. Since medium dense to dense soils were encountered underlying the site at depth, the site conditions best fit the IBC description for Soil Class D. Hazards associated with seismic activity include liquefaction potential, amplification of ground motion, and increased sliding potential in areas of sloping ground. Liquefaction is caused by a rise in pore ' pressures in a loose, fine sand deposit within the groundwater table. Amplification of ground motion is usually caused by the presence of soft, wet soil deposits. It is our opinion that the compact soils interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. Also, deep-seated sliding potential of the site slopes should not be increased by a design seismic event due to the high strength of the site soils. The potential for shallow slough -type movement on the slopes could be increased if a significant seismic event is experienced when the surface soils are wet. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Eflation 0 Soyer Residential Property 17016 — 72nd Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 5 Landslide Hazard/Slope Stability The criteria used for the evaluation of potential landslide hazards include soil type, slope gradient, and groundwater conditions. The sloping ground at the site had an inclination up to 27 degrees, or 50 percent. Recent sliding within this area was not evident. The soils within the steep slope are inferred to consist of compact sandy soils that typically have good strength. We did not observe signs of deep-seated slope failures. Accordingly, it is our opinion that there is not a significant potential for deep-seated slope instability within these slopes. Relatively shallow failures as well as surficial erosion are natural processes and are to be expected on these slopes. It is our opinion that while there is potential for erosion, soil creep, and shallow failures on the steep slope, there is not a significant potential for deep-seated slope failure under current site conditions. Proper site grading and drainage should help maintain current slope stability conditions. Protection of steep slope areas should be performed as required by the City of Edmonds. Vegetation on the slope should be managed such that the soils are not exposed and allowed to erode. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion, from a geotechnical standpoint, that the proposed residence construction is compatible with site conditions, provided that all of our recommendations for site development are incorporated into the design and followed during construction. It is also our opinion that the soils that underlie the site and form the core of the site slopes should be stable with respect to deep-seated earth movements. The residence could be supported on conventional spread footings, provided that the foundation excavations are advanced through any surficial topsoil or soft material and extended into medium dense or better native soils. Furthermore, we recommend that the downhill footing lines be extended a minimum of five feet below finished grade to key the residence into the slope and reduce sliding potential. All footings, including pier pads, should be structurally tied together to form a rigid system. NELSON GEOTECHN/CAL ASSOC/A TES, INC. Geotechnical Engineering Elation Soyer Residential Property ' 17016 — 72°d Place West Edmonds, WA June 3, 2005 ' NGA File No. 405704 Page 6 Temporary cuts on the order of 10 feet are proposed for this site. We recommend that temporary cuts be sloped back for worker safety as recommended in the Temporary and Permanent Slopes subsection. If the recommended inclinations could not be maintained, temporary shoring should be considered. Also, grading on the site should be performed in a fashion that maintains slope stability, not reduce it. We should be retained to review final grading plans and observe earthwork. Water from the surrounding area at the site should be routed around the planned foundation excavation to reduce the potential for erosion and cut slope failure. The steep slopes should be protected from erosion. Vegetation should cover sloping ground to reduce the potential for erosion. Stormwater runoff should be routed to an appropriate discharge location. Specific recommendations for erosion control and slope protection are presented in this report. We recommend that stormwater runoff from impervious surfaces be routed to an appropriate stormwater system. Stormwater discharge from impervious surfaces should be subject to City of Edmonds regulations. Stormwater should not be allowed to flow uncontrolled over site slopes. Most of the soils underlying this site are considered moisture -sensitive and will disturb easily when wet. To lessen the potential impacts of construction on the slope and to reduce cost overruns and delays, we recommend that construction take place during the drier summer months. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is considered high for exposed soils, but actual erosion potential will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Measures taken may include diverting surface water away from the stripped areas. Silt fences or straw bales should be erected to prevent muddy water from flowing over the site slopes. Disturbed areas should be replanted with vegetation at the end of construction. The vegetation should be maintained until established. Final grading should incorporate appropriate erosion control measures to route stormwater runoff to an appropriate discharge location. NELSON GEOTECHN/CAL ASSOCIATES, INC. ' Geotechnical Engineering Efation Soyer Residential Property 17016 — 72"d Place West Edmonds, WA June 3, 2005 ' NGA File No. 405704 Page 7 Protection of the steep slope area should be performed as required by the City of Edmonds. Specifically, we recommend that the slope not be disturbed or modified through placement of any fill or the removal of any soil outside the approved development areas. Replacement of vegetation on the slope should be performed per City of Edmonds regulations. Site Preparation and Grading Site preparation should consist of stripping any topsoil, undocumented fill, or loose soils to expose medium dense or better native material in foundation, pavement, and slab -on -grade areas. The stripped material should be hauled off -site and not stockpiled on site. If the ground surface, after stripping, should appear to be loose, it should be compacted to a non -yielding condition. Areas observed to pump or weave during compaction should be reworked to structural fill specifications or over -excavated and replaced with properly compacted structural fill or rock spalls. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed and the exposed subgrade maintained in a semi -dry condition. Most of the soils underlying this site are considered moisture -sensitive and will disturb easily when wet. To lessen the potential impacts of construction on the slope and to reduce cost overruns and delays, we recommend that construction take place during the drier summer months. If construction takes place during the wet season, additional expenses and delays should be expected. Additional expenses could include additional erosion control and temporary drainage measures to protect the slope, placement of a blanket of rock spalls to protect exposed subgrades, and the need for importing all-weather materials for structural fill. Temporary and Permanent Slopes Temporary cut slopes are proposed for the construction of the foundation and retaining walls of the daylight basement area. The temporary excavation for the back wall of the daylight basement will be up to approximately ten feet in height. Final grading plans were not available at the time this report was prepared. Stability of cut slopes is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to pre - NELSON GEOTECHN/CAL ASSOC/A TES, INC. Geotechnical Engineering Ation 0 Soyer Residential Property 17016 — 72"d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 8 establish a "safe and maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. We recommend that temporary cuts in the on -site, medium dense weathered soils near the surface be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:IV). We recommend that temporary cuts in the on -site, dense to very dense unweathered soils be no steeper than 1H:1V. If groundwater conditions are encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Such protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. If these temporary inclinations are not feasible due to boundary constraints and/or soft and wet conditions, temporary shoring or a combination of safe slope inclination and shoring should be considered. Permanent cut and fill slopes should be no steeper than 2H:1V. However, flatter inclinations may be required in areas where soft soils are encountered. Permanent slopes should be vegetated and the vegetative cover maintained until established. Structural Fill General: Fill placed beneath foundation footings, slabs, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in - place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be stripped of topsoil and organic material and be thoroughly compacted to a non - NELSON GEOTECHN/CAL ASSOC/A TES, INC. Geotechnical Engineering Elkation • Soyer Residential Property 17016 — 72°d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 9 yielding condition. Sloping areas to receive fill should be benched for added stability. The benches should be level and have a minimum width of four feet. Materials: Structural fill should consist of a good quality, granular soil, free of organic material and other deleterious material, and be well -graded to a maximum size of about three inches. All-weather fill should contain no more than five -percent fines by weight (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The use of the majority of on -site soils as structural fill should generally be feasible provided that this material can be moisture -conditioned to near -optimum moisture content for compaction. The use of the on -site soils as structural fill will be very difficult, if not impossible, in wet conditions. We are available to evaluate the suitability of the soils intended for use as structural fill and to provide recommendations for soil conditioning or alternative materials as necessary. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All backfilling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over -excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the recommended degree of compaction. ' Foundations Residence foundations could consist of conventional spread footings resting on the native compact soils ' interpreted to underlie the site. We recommend that the downhill foundation line extend a minimum of five feet below finished grade for soil bearing considerations as well as erosion and surface sliding hazard considerations. Shallow spread footings could be utilized for the remainder of the residence. All footings should be structurally tied together to form a rigid system. ■ Where loose soils are encountered at footing subgrade elevation, the loose materials should be over - excavated to expose suitable bearing soil. The over -excavation may be filled with structural fill, or the NEL SON GEO TECHNICAL A SSOC/A TES, INC. ' Geotechnical Engineering E4ation Soyer Residential Property 17016 — 72°d Place West Edmonds, WA June 3, 2005 ' NGA File No. 405704 Page 10 footings may be extended down to the native bearing soils. If footings are supported on structural fill, the ' fill zone should extend outside the edges of the footings a distance equal to one-half of the depth of the over -excavation below the bottom of the footings. Our exploration indicated competent native soil should typically be encountered within one to two feet below the existing ground surface. We recommend a depth of five feet below finished grade for the downhill foundation line. These footings should bear directly on the native material. Other footings should extend at least 18 inches below the ' lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Minimum foundation footing widths of 15 inches should be used for continuous spread footings for two- story structures per International Building Code (IBC). Isolated footing pads should be a minimum dimension of 24 inches. Footings should also be sized based on anticipated loads and allowable soil ' bearing pressure. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. ' For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the footing design for footings founded on the medium dense or better soils or structural fill extending to the native competent material. A design bearing pressure of 3,000 psf could be used for retaining wall footings with a minimum width of three ' feet placed on undisturbed, compact, native soils. A representative of our firm should evaluate the foundation bearing soil. We should be consulted if higher bearing pressures are needed. Current ' International Building Code (IBC) guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using ' the recommended allowable bearing pressure is estimated to be less than one inch total and 1/2 inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with I similar projects. ' Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base ' friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 250 pcf should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should NELSON GEO TECHN/CAL A SSOC/A TES, INC. Geotechnical Engineering Elation • 1 1 1 1 1 Soyer Residential Property 17016 — 72"d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 11 extend a distance equal to at least three times the footing depth. For sloping ground not steeper than 2H:1 V we recommend a passive resistance of 150 pcf. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Slabs -on -Grade Slabs -on -grade, if utilized, should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least 6 inches of free -draining sand or gravel for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick sand blanket may be used to cover the vapor barrier. This sand blanket is to protect the vapor barrier membrane and to aid in curing the concrete. Retaining/Basement Walls We have been informed that basement walls are planned for the new residence. The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at -rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces, be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 35 pcf for yielding (active condition) walls, and 50 pcf for non - yielding (at -rest condition) walls. These recommended lateral earth pressures for a drained backfill are based on the assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall, and do not account for surcharge loads. Additional lateral earth pressures should be considered for surcharge NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering EQation 0 Soyer Residential Property 17016 — 72"d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 12 loads acting adjacent to subsurface and retaining walls within a distance equal to the subsurface height of the wall. This would include the effects of traffic loads, floor slab loads, foundation loads, slopes or other surface loads. The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive resistance acting on the below -grade portion of the foundation. Recommendations for frictional and passive resistance to lateral loads are presented in the Foundations subsection of this report. Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed away from structures. Water should not be allowed to stand in any area where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structure. If possible, we suggest that the finished ground be sloped at a minimum gradient of 3 percent for a distance of at least 10 feet away from the structure. Surface water should be routed to an appropriate discharge location. Stormwater runoff from impervious surfaces should be collected in catch basins and yard drains and routed away from sloping ground and into solid drainpipe to minimize the potential for soil erosion. Stormwater runoff plans should conform to City of Edmonds regulations. If a crawl space is utilized under the residence, the ground surface in the crawl space should be sloped to a low point and covered with crushed rock. Water generated in the crawl space should be collected in a solid pipe and routed into the stormwater system or to an approved location. Subsurface Drainage: If perched or groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed to an appropriate discharge location. We recommend the use of footing drains around the residence and behind all retaining walls. Footing drains should be installed at least 1-foot below planned finished floor elevation. The drains should consist of a minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that an 18-inch-wide zone of clean (less than 3 NELSON GEOTECHN/CAL ASSOCIA TES, INC. Geotechnical Engineering Ev*ation • Soyer Residential Property 17016 — 72nd Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 13 percent fines), free -draining, granular material be placed along the back of walls. Pea gravel is an acceptable drain material or drainage composite may also be used instead. The free -draining material should extend up the wall to 1-foot below the finished surface. The top foot of soil should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to footing drains. USE OF THIS REPORT NGA has prepared this report for Mr. Halit Soyer and his agents, for use in the planning and design of the proposed single family residence on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. All people who own or occupy land on hillsides should realize that landslide movements are always a possibility, although the likelihood is low that such an event .will actually occur. The slope should be periodically inspected by the landowner, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage measures at the site. Therefore, the landowner should recognize the responsibility for performing such maintenance. Consequently, we recommend that a copy of our report be provided to any future landowners if the NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Eveation • Soyer Residential Property 17016 — 72°d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 14 property is sold. Also, lawn clippings and any other household debris or trash should not be cast over the ' slope. ' Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. Sim NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering E*ation • Soyer Residential Property 17016 — 72"d Place West Edmonds, WA June 3, 2005 NGA File No. 405704 Page 15 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal JGL:KMS:kmn Five Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. 1 \7 i< Fr---�,� 16flH -J 0 MEA DOW OA JWID Project fir'A YFI El DS f7'W-OA 1 Site �N 17OTff < 5A P fD S T Sw 171ST ST SY !73RD ST S LP "W r7m 7 2 IV 1) 172NO 173P S T' AL SU Sw f DblH P L SY 4f lb i ri A, STD 7 TH S T SW 178TH Project Number 405704 Figure 1 Soyer Residence Vicinity Map NELSON GEOTECHNICAL No. I Date I Revision By I CK 3 ASSOCIATES, INC. a -"eNGA 1 2/14/05 OrigInal AJD JGL GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-136thA-.NE,XM S-hE AM _t _�3337 W000MU. WA 98M TU-2766 (425) 488-1089 1 Fa 461-2510 —Z r N r r �aA r� ce � ' '% \\tea \ 4 0 � 6 ' m — PAan/ � • \� "Res' bnce 4 88 • B-1 LEGEND Number and Approximate1. • Property Line Location of BoringIc 0 20 40 a I A A' Approximate Location t� of Cross- Section ' Scale: 1 inch = 20 feet a Reference: Site Plan based on an electronic Site Plan titled, "Topographic survey for Halit Soyer," dated 3/1/05, by C & C Surveying i S Project Number NELSON GEOTECHNICAL No. Date Revlslon By CK 405704 Soyer Residence NGA ASSOCIATES, INC. 1 3131/05 Original ACO JGL GEOTECHNICAL ENGINEERS & GEOLOGISTS ' I Site Plan 2 4/29105 Edits ACO JGL f Figure 2 17311-136h Aw.1�,A6W s�oroMsn cwnry (.7b)3�I-,609 C Woo®mb, WA 98072 WmbiiWCMlan l b60Bd}'784.2758 < (425)48&16891 F-481-MID wxwmlmnpeo nun mo c w 4�6 a 0 0 CD 07 CD X 0 0: v m D m Southwest r__110 U 72nd Place West Planned Residence Garage ` 9PI 0 Z B-1 $�a Fm &JA n i a 90 Dense silty sand r Z R with gravel x Gravel Path 0 o ?------=?� -----? z 2 70 Dense sand with 1 o silt and gravel I� A 0 � n Z m � 50 N Z N � W v C � m Approximate Scale: 1 inch =20 feet (Horizontal and Vertical) o m Elevations are approximate 0 'W Reference: Cross Section is based on a drawing by C & C Surveying titled, 'Topographic Survey for Halit une n. ffl.... �—e.—A—An—A TASoyer," dated March 3, 2005, and field measurements using a 100-foot tape and a hand-held clinometer. c.... An— r....... ......u.... ...r.....w .r.-. Northea* I 110--i 90 1 UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 GM SILTY GRAVEL OF COARSE FRACTION OF RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE SC WITH FINES CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FLAT CLAY NO.200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests Moist -Dam but no visible water. is based on ASTM D 2488-93. p 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table j visual appearance of soils, and/or test data. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 405704 Soyer Residence NGA ASSOCIATES, INC. Soil Classification Chart GEOTECHNICAL ENGINEERS & GEOLOGISTS , 2/14/05 original AID JGL Figure 4 17311-185thAvs NE,A•6W a�no�a.nco�myt,ffi 157-150 Wm01mM, WA 98072 WanemhedClskn BOB 784-V55 (425)OB&,880/Fex 48145,0 www..:Ew a .mn I Boring B-1 Approximate Ground Surface Elevation: 95 feet Soil Profile Sample Data c o Description CL a$ 2 E CL o Eo CO J 0 Topsoil Brownish -gray, silty sand with gravel 11 - (medium dense, moist) SM ............................................... Gray, silty fine to medium sand with fine to coarse gravel .•.. ......... (very dense, moist)'771 .5 T' 50/5 10 SM E10 50/4.5 15 50/6 ,15 Grey, fine to medium sand with fine gravel (very dense, moist) 20 - � • SP 64 j21 _ ............................................... Grayish -brown, fine to coarse sand with silt and fine to ............ coarse gravel (very dense, moist) - Penetration Resistance (Blows/foot - 0) 10 20 30 40 Moisture Content (Percent - E) 10 20 30 40 ; Piezometer g OF Installation - �° y Ground B ~ Water _J Data 0 5 10 15 20 25 �25 1 1 1 1 25 - 50/2.5 41 ............................................... .:...... SP-SM LEGEND a Solid PVC Pipe a Concrete M Moisture Content Lab Test Depth Driven and Amount Recovered Bentonite G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler _ Slotted PVC Pipe ® Native Soil TV Torvane Reading, tonsfft �k Liquid Limit Monument/ Cap 0 Silica Sand PP Pocket Penetrometer Reading, tons/ft + Plastic Limit to Piezometer 1 Water Level P Sample Pushed NOTE: The stratftatlon lines represent the approximate boundaries between soil types and the transition may be gradual. Project Number NELSON GEOTECHNICAL No. Date ReAslon By CK 405704 Soyer Residence IyCG ASSOCIATES, INC. Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-138th A.. NE, A-000 0)33189 Waod[Mla, WA 08072 mCM((509I 784-27W 1 2/18M Original CAM JGL Figure 5 Page 1 of 2 (425)485-1889/Fax 481-2510 www.nelnigao .mm �_ 0 Boring B-1 (cont.) Approximate Ground Surface Elevation: 85 feet Soil Profile Sample Data Penetration Resistance (Blows/foot - 0) Z, Piezometer c- 10 20 30 40 50 o c Installation - _ c w a Description t CL $' � C.8 Q E c ' m a 0 E .8 � M Ground Water Moisture Content o U (Percent - ■) —+ Data 10 20 30 40 50 3 Gray, fine to medium sand with fine gravel and trace silt SP 30 (very dense, moist to wet) 71IL Boring was completed at 31.5 feet on 2/15/05. Groundwater was not encountered during drilling. 35 35 35 40 40 40 45 45 45 50 50 50 55 55 55 45 LEGEND Solid PVC Pipe a Concrete M Moisture Content Lab Test Depth Driven and Amount Recovered Bentonite G Grain -size Analysis with 2-Inch O.D. Split -Spoon Sampler _ Slotted PVC Pipe ® Native Soil TV Torvane Reading, tons/ft �k Liquid Limit Monument/ Cap 0 Silica Sand PP Pocket Penetrometer Reading, tons/ft + Plastic Limit to Piezometer = Water Level P Sample Pushed NOTE: The stratlncatbn lines represent the approximate boundaries between soll types and the transklon may be gradual. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 405704 Soyer Residence NC7A ASSOCIATES, INC. Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 17911-196th A. NE, A500 SahomldCanty ((4TE 997-1888 WooAlj-1888ZWANM Wa„ettltWCheYn (lxle 7B427fi8 1 211&W OtgbW CAM JGL Figure 5 Page 2 of 2 ( ,IF-481-2510 ,nrw.,�wpao .mm .' r • • o 1'690 19� rj%4 .. y City of Edmonds PERMIT "- Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit 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). An applicant, or his/her 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_ With a signed copy of this form, the applicant should also submit a vicinity map or plot plan for individual lots of the parcel with enough detail that City staff can find and identify the subject parcel(s). in addition, the applicant shall include other pertinent information (e.g. site plan, topography reap, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). RECOVE® Owner / Applicant: (A+1 �.� .cts Name (PC) 4,a 7?g Street Address ILql Cit State, —10 igenature Pho e f— Date Applicant Representative: J U N 2 12005 BUILDING DEPT. Name Street Address City, State, ZIP Phone Signature Date Critical Areas Checklist Site Information (soils/opography/hydrology/vegetation) 1. Site Address/Location: 1 7 o Z, n 12L F1 ✓v -W 2. Property Tax Account Number:. 1 p 0 (9 3. Approximate Site Size (acres or, square feet): �v Irk`9 4. Is this site currently developed? yes; ,_)L no. 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). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Sleep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: (410 ; Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? - 8. Site is in the floodway6 ftoodplain K(0 of a water course. 9. Site contains a creek or an area where water flaws across the grounds surface? Flows are year- round? K/0 Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ; shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: For City Staff' Use Only -- 1. Site is Zoned? 2. • SCS mapped soil type(s)? Aev(rr&_d - ryevd 1,.wff S'4 J /p4ms , 'Z j•- ?o% s rcyoe 3. Wetland inventory or C.A. map indicates wetland present on site? 4,0 4: • -;Critical Areas inventory or C.A. map indicates Critical Area on site? e S ee 4- Un,6'f --6 <e Y/40& 1 5.. Site within designated earth subsidence landslide hazard area? A,0 6. - Site designated on the Environmentally Sensitive Areas Map? Yef s�`ejd 5$ boe s .DETERMINATION 'STUDY REQUIRED WAIVER Reviewed by: Plann Rcvairoaro4 CONDITIONAL WAIVER Date. 0. City of Edmonds Conditional Waiver Applicant: ElanEllis //A,4/7 SD XC-k Determination #: ECA-97-4 Project Nat 71014 Site I,ocaIton: Project Description: Permit Nu►nbev. . 72nd.Pl.'WVest Property Tax Acct. #: 7417 000 00800 �o;S', 95�5-Z��F Waiver Criteria (all criteria must be found to apply): X _ There will be no alteration of the Critical Area or its required buffers; X The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; X The development proposal meets the minimum standards of the Critical Areas ordinance; X The above findings are based on the following conditions. of approval: 1. The applicant must follow the requirements of the Building Official for construction on steep slopes. 2. The applicant must follow the requirements of the Engineering Division for erosion control. Based on the above findings and conditions, the requirement for a Critical Areas Study associated with this development permit is hereby Waived, as authorized by Chapter 20.1513.150 (B) of the Edmonds Community Development Code. Kirk J. Vinish, AICP _ January 10, 1997 Name Signat Date City of Edmonds Conditional Waiver Applicant: Ian Ellis Determination #: CA-97-4 Project Name: I Permit Number: Site Location: 17020 72nd Pl. West I Property Tax Acct. #: 7417 000 008 00 Project Description: Waiver Criteria (all criteria must be found to apply): X There will be no alteration of the Critical Area or its required buffers; X The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; X The development proposal meets the minimum standards of the Critical Areas ordinance; X The above findings are based on the following conditions of approval: 1. The applicant must follow the requirements of the Building Official for construction on steep slopes. 2. The applicant must follow the requirements of the Engineering Division for erosion control. Based on the above findings and conditions, the requirement for a Critical Areas Study associated with this development permit is hereby Waived, as authorized by Chapter 20.15B.150 (B) of the Edmonds Community Development Code. Kirk J. Vinish, AICP January 10, 1997 Name Signa Date ?,GlAX4,1 M aAj P ro at4,4 V&V 2- f-eCj oVV'y R- pQ.r C.P-s A-Y CA •e I�- � rewl'��d I2/ 611 ) PLANNING DATA NAME:ItAI1i- A.R. -ciny r' DATE:_ O'4• Zq •?/00J5" SITE ADDRESS: PLAN CHK#: DE PROJECT DESCRIPTION: eye/ g gyp. c Q Q �'Q qei l%$Q 0 Wi/V �O�i�' or fiwq 30 REDUCED SITE PLAN PROVIDED?: Ye / No) MAP PAGE: L4 01 CORNER LOT: (Yes Noj FLAG LOT: (Yes ! o) ZONING: P P-D CRITICAL AREAS DETERMINATION #: ❑ Study Required: ❑ Waiver p+ Mast -Fvtlow requi remejt3 of 8L141 09 OFRG141. ■ Conditional WaiverO M uSt -Follow requtr•e hn-ent3 of• din J 1 net4,1 V1,j SEPA DETERMINATION: G t K-Fvvz, 'N Peel— rear et-'r ❑ Fee I f*+c 09130 / 0 5 C.a�n C,c,tXZj ❑ checklist WI N ¢.t 5 9 1 0-4 Motu -Al M f a rt�- ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) ® Exempt 18 E5 cm to i G ye r d y of g ra d i ✓►9 p w p ost.d... SETBACKS: o -�Dlrlt /51 d� /rcG1r �! ?.r191 iiee�'ri9 Vim' 1 rea It I rG 1 $ -feet Required Setbacks: -tp a rq 3Qj, Street: Left Side:_ Right Side:_ Rear:_ 1 �I Actual Setbacks: k� Street:l ) ��Left Side: Side: ear: � �Z04 � Street map checked for additional setback required? (Yes / No / NA) �S Q .I.�('\ W 0 ❑ DETACHED STRUCTURES: Nang ShOWh 'l*� fiv Q ❑ ROCKERIES: Oh Site,PIan . `(DA;vO�f/� T0� `• ❑ FENCES/TRELLISES: > \e. '. W BAY WINDOWS /PROJECTING MODULATION: i �� ® STAIRS / DECKS: 3,q aotep x PARKING: Required: 2 Actual: 2'1" LOT AREA: 3 180 36 i 91 V Vyll LOT COVERAGE Cal4 � r•_utatinns• BUILDING HEIGHT: Datum Point: 55 M �} Maximum Allowed: A D.U. CREATED?: No Yes)_OjC SUBDIVISION:ft Fn AIt- S LA 1Datum Elevation: I D D - d ,, ' L g( (p}g1M1 ) _Actual Height: 1122). $ t /�'T • q ' q I.bell 5hDWV1. 7.5 �5�+bt-A I) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes $g.Slo (bare) +16 max Plan Review By: Q ( VVA L/ -Ij elt,vu-h' oY1 NewBPPlanningDataForm.DOC Eagles Grebt = pivl'Sim I = PF.D.I•8q conk=usin� 1 C,aoi.e5 N-eSt = Di vi'Sim It - PP-D ,2-*94 • SE SNd. Co, CALC "S. S?EAQ Ole SEATTLE Z-S•82 u DRAINAGE CONTROL ANALYSIS FOR EDMONDS VIEW PRD PHASE I (EDMONDS PRD 80-1 172ND STREET S.W. and 72ND AVENUE W. EDMONDS, WASHINGTON Prepared by: W J A 2118 Third Avenue Seattle, Washington 98121 (206) 623-0331 m IESUB SEP - 6 2005 BUILDING FEONNTiD-MDS STREET FILE PRaEcT -- DATE - EOMON>�s .v15w._P�r� PH,aS� i BY �, HART JACOR r+ ,uo ASSOCIATES— :57�. M PRAT OA6 E.::AM ALY FIDE gD i'? 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CoN>}+r4tlog �espwra.W for s pA,1,461 >Fwyo Gtulrlfrovt NO. 84 -036 SHEET 2 OF 2 SHEETS -- &11' 7- � � J Wm s S :r+ `' 1., p \ �\ Wr wA lop S SITE PLAN -10 ' h -� ��-� �w •lief r+• Iy � I �/ . • . •rig .;�.. _•:•, •' • PROJECT INFO - M ._.PERMIT CITY OF EDM S ZO� NUMBER 0 CONSTRUCTION PERM' PPLICATION NAME ;OR NAME OF BUSINESS) �— loa AV—S o Zo Ak Wk57- :??AW LEGAL DESC PJyON CHECK NO. LIU NO. MAIL ING ADDRESS 4SION Y `O GITY, TELEPHONE NUMBER PUBL!:; RIGHT OF WAY PEP. OFFICIAL STREET MAP. ^ 3&7-qj EXISTING— PECUIRED DEDICATION NAME PiiCPOSED,JJ(�.j� Q '{vS Q r-� RIGHT OF WAY CONSTRUCTION PERMIT REQUIRED II W �• -I W ADDRESS • STREET USE PERMIT REQUIRED C Z 0 _. . . X9 (.10 ` HT N . SET: ENGINEERING MEMO DATED CITY TE`LEEPHHOONE NUMSEno REMARKS ' NAME �:FJl.pi-1 i CJ �-iOnrt"- �.tyG. -�i: ADDRESS _. _. - �� F/A�`� /✓��/� � S� � "•GEC I/% r' 2 METER IE BUILDING SUPPLY SIZE FIXTURE UNITS CITY riLEPHONE NUMBER �� !�f /S i. •.y .. � f-7 G1 l 0 �I l`I.NON OOP / U'7 REPAR ^ t STATE UCER`E NUMBER Ti/ ` �, '] �� (1 SIGN AREA ENV. REVIEW ADS NO. Legal DesCYriptlon of Property • Include al; sasemaniS ALLOWED PROPOSED r OMPLETE EXEMPT (show _ below orattachfourcapies) SMOREUNE/ O a C VARIANCE 09 CU PLANNING REVIEW 9Y . OA ,L L 67- 1 :a S10 U YARDS HEIONy I LOT COVE ? z I FRONT ' "ASIDE REAR it REMARKS - n © NTl PLUMBING NEW RESIDEU: l 1•)I' U ADDIALTER COMMERCV 1. MECHANICAL n� REPAIR RETAINING WAL SKIN �j IXCAVATE n FENCE CHECKED SYY TYPE OF CONSTRUCI.10N CODE MEIGKT LJ DEMOLISH OR FILL l�1 -x_FT) B I _NzA PR6MOVE INSPI SWIM REMODEL SPECIAL INSPECTOR AREOCCUPANCY OCCUPANT' GROUP COM ANCE INSP. RCOUIRED _ LOAD _ aW000 S SLOG RENEWAL OYES MARKS ' INSFF'TTOVE' All. S= N (S Q�_=_ ' �+ NUMBER OF STORIES NUMBER OF }}} I (��.�,.'}�� - I G • p DWELLING { m L-1 S UNIT$ I NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) - � �/� VALUATION FEE •�- •••� 1_24-1— S PLAN CHECK FEE BUILDING PLUMBING 1�J. MECHANICAL This Permit covers work to be done on private property ONI.Y. GRADINDIFILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application:180 Days ENERG•CCDE Permit Limit: I Year- Prov'ded Work is Started Within 180 Days "Applicant, on behalf of his or her spouse, heirs, assigns and in interest, agrees to indemr,!fy, defend and hold. In harmless harmless th^. City of Edmonds, Washington, its officials. a s employees, and agents from any and all claims for damages of i whatever nature, arising directly or indirec!ly fron 'Te Issuance AD = of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT — ° mod!fy, waive or reduce any requirement of any city ordinance i nor limit in any way the City's ability to enforce any ordinance provision." TOTAL AMOUNT DUE S I hereby acknowledge that 1 have read this application; that the Informstion given Is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPRQVAL authurized agent of the owner. I agree to comply with city and state laws regulating construction; and In doing the work. authoriz• TNIS PERMIT This eDPllcatlon la not a permit until AUTHORIZES ed thereby, no person w!ll,be employed in violation of the Labor ONLY THE signed by the Building Official or his Coda of the State of Washington, relating to Workmen's Compensa- WORK NOTED Deputy: and fees ale paid, and receipt Is 11 n Insurance. INSPECTION acknowledged In apace provlGed. SIGNAIVRE IOwNEH OR AGENT' JDAIi SIGNED/ ��--�--�` DEPARTMENT CITY OF OFFICir 'S TORE DATE E:iMONDS O ' 1 ��.ASED ATTENTION BY: DATE »1'3zoz J 1 IT IS UNLAWFUL TO USE OR OCCUPY A BUILCING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL 7R 0 G;NAL —File YELLOW —Inspector A CERTIFICATE OF OCCUPANCY HAS SEEN GRANTED. USC CHAPTER 3. PINK — Owner GOLF) — Assessor 2�§ - ta. 1Q, ems,. •'�. t'•+L.?.�i'.2•`� �. �1''•.+T• �:.: �\). tJ � .. `SYC 1 . w .r' - ice. '� ,_` •' + s :i\i'i nLjNJATION House py�hes. pim Rrtairiil.. w.i!5 � G rw • "r'.th:G 1 htftc r^•rn:':i Roush -in - Water serv;cc C%i 4EATING SYST FRAK.,,..G WAU BOARD CINAL.-. COMMUNITY SERVICES ENGINEERING/BUILDING MEMO TO: Building Division FROM: Engineezing Division SUBJECT ADDRESS: .7020 7,51' I. FliPERMIT APPROVED FOR FINAL I1.. PERMIT NOT APPROVED FOR FINAL Requirements: 2. 3. 4. t i .1 • _ Yw 4 1y.. l ,h:.i�h«."23.g_�x5.§!t~,�1-•ri_-r5^`tiS�'"_i. 32 L E.t 1° �:f Ls`x 21, i .ay �r 22, 3 , F c 23 q •1 t .. .. , 24 - 5 ,.. 25' 6 1 26 7 c7 8 28 9 10 11 — _ 29 30 31 12 32 13 33 14 - 34 15 35 16 36 17 37 18 38 --- -- — 1 g — � 39 .. —. L2, 4U Hilton Rome Airp rt �, �l•,� DVL� ✓/.UI � 'i L 4 r -j � C/ d i • - ~ •�P'r O• Jp. 72ND PL W CITY OF EDMONDS WATERLINE AS -BUILT ADDRESS1 17020 72ND PL W PERMIT NO- BLD20050895 CONTRACTOR: HOMEOWNERi SCALEt XXXXXX SOYER NTS DATE INSPECTED: INSPECTED BYi DATE DRAWN; DRAWN BY; 4/27/06 1 ES 1 4/27/C I. ABILA A-30-'05 16:52 FROM-KRAZAN C� K raU� 4254856837 &ASSOCIATE S,INC. T-694 P001/002 F-367 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION September 30, 2005 Ms. Gina Coccia, Planner City of Edmonds 121 5d' Avenue North Edmonds, Washington 98020 KA Project No. 092-05120 ST��ET FILE RE: Peer Review of Geotechnical Engineering Report & Letter Proposed Single -Family Residence 17020 - 72nd Place West Edmonds, Washington Prepared for Mr. Halit Soyer by Nelson Geotechncial Associates, Inc. Report dated June 3, 2005, Letter dated August 18, 2005 Dear Ms. Coccia: In accordance with your request and authorization, our firm has completed a Peer Review of the report titled, "Geotechnical Engineering Evaluation, Soyer Residential Property, Edmonds, Washington, Prepared for Mr. Halit Soyer". The report was prepared by Nelson Geotechnical Associates, Inc. and is dated June 3, 2005. We also reviewed the letter prepared on August 18, 2005 by Nelson Geotechnical Associates, Inc., titled, "Geotechnical Engineering Letter, Critical Areas and Plan Review, 17020 - 72"4 Place West, Edmonds, Washington, NGA File No. 405704". Our review of documents included the building plans titled, "Custom Residence, Daylight Basement, for Halit A. R. Soyer, 22910 - 90'h Avenue W, #13-25, Edmonds, WA 98028, drawn on May 16, 2005 and revised on August 18 2005, by Design Lines of Everett. WA and the untitled and undated site plan (that was resubmitted to the City of Edmonds on September 6, 2005) that was provided to our firm by your office. Our scope of work included review of these documents, as well as review of the published geologic information for the site vicinity and review of the Critical Areas Report Requirements and development standards for Geologically Hazardous Areas, Sections 23,40.090 and 23.80 from the Edmonds Community Development Code. In addition, we conducted a slope reconnaissance at the site to assess the surface conditions. No subsurface exploratory work was conducted as a part of this review. The site is currently undeveloped. A steep (up to 50 percent) slope is located on the majority of the property, and is fairly heavily vegetated with trees and brush. As we conducted our limited slope traverses we looked for any signs that would indicate past slope failures or features indicating possible future instability. Our site reconnaissance revealed some surficial sloughing of the on -site soils, but no areas of down -dropped material, tension cracks, or scarps that would be indicative of deep-seated failure were noted. The trees on the site appeared to be growing fairly straight, with no obvious bowing or bending of the trunks. OMces Serving The Western United States 19501— 140 Avenue NE tY P-300 • Woodinville, Washington 98072 • (425) 485.5519 *.Fax (425) 495.6837 092-03120 0o*W4m0nd3A0C 09-30-'05 16:52 FROM-KRAZAN 4254856837 T-694 P002/002 F-367 KA Project No. 092-05120 September 30, 2005 Page No. 2 of 2 Based on the results of our review of the referenced documents and our slope reconnaissance, we agree with the opinions and recommendations presented in the referenced geotechnical report and letter. It is also our opinion that the current plans generally conform to the recommendations presented in the geotechnical report and follow up letter. It should be understood, that due to natural geologic processes such as weathering and erosion due to precipitation, drying, wind, and other natural weathering processes, that the slope areas within the property will slowly retreat toward the east, however these are generally long term processes that will likely have a limited affect on the building during the design life of the structure (50 to 75 years maximum), provided proper drainage and erosion control features are implemented. Erosion and retreat of the slope is typically maintained at a relatively low rate with this type of slope environment, if the natural vegetation is left in place, to the greatest extent possible (outside areas designated for landscaping and structural development) and landscaping and other permanent erosion control features are in place. It should be noted that the rate of slope retreat may accelerate if shallow slides and slope movement take place without proper mitigation. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching and contour furrowing. Erosion control measures should be in place before the onset of wet weather. permanent erosion control features should be in place following completion of construction, prior to the subsequent wet weather season. All areas stripped of vegetation should be re -planted with rapid growing species. If root systems will not be well established before the onset of wet weather, placement of Jute Mat or geofabrics should be considered in conjunction with re -planting. proper long term erosion control and surface water runoff control measures should be implemented to help maintain stability of surface slope soils and reduce the chance for surface sloughing. The recommendations presented in the referenced geotechnical documents, regarding drainage and erosion control measures, should be followed. We hope that this letter provides the information required at this time. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Mary Stiehler, L.G. Senior Geologist . , MS/slc Sean L. Caraway, P.E. Geotechnical Division Manager Krazan & Associates, Inc. Offices Serving The Western United States nc�.18913 CITY OF EDMONDS ' . 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering May 4, 2005 MEMO TO: Puget Sound Energy Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Edmonds Fire Department Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable GARY HAAKENSON MAYOR Please be advised that 17020 72°d Place W has been added to the Edmonds address system: Occupancy: Residential Tax ID Number: 00741700000800 Subdivision: P84-4 Lot #: 8 If you have any questions regarding this letter, please contact me at 425-771-0220 or Harrison@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Respectfully, Nrrison Senior Permit Coordinator Edmonds Building Department "-/S,r "V0417d q�- k s7i"V0.4tv -44jf� i/frl"y _q All 4s-roe. PIC . AS W4 I/Ali 14 Of l?"MR,of Y, Sl I\ ,ED�Y4s I//EN/ Dlti / h RIIS.ZIC W4(*1444Y 70 9.( I / COWSrRoVC769 O WlrV PLOT a IW% O oog, , 'i �*t'-; -Ff 00* 172^110 s. w 4- I'le 7.9 143+ Z7 /V," /,f 94 ).84-036 f AkI14 61 4,NO =48'0AMI JWU &JOAtl' *,Wb CW19kL IV/427,f SHEET 2 OF 2 SHEETS K - co ORIGINAL ON CfrjUNTY AUDI 13 C I- 14 1,,, 6": 17520 f m � m 1538 ' H 17510 7605 17410 17400 7800 & ro ;. b 7530 7530 17121 yy N yy $ 17527 " 17107 7515 7512v ,q, 0 7505 7508 m o 17409 V15L r 7431 7a;,0 oL 7421 7422y 7a2s - ONn - w g o 7425 N _ m In \ o�4L 74t5 7ata 'i 1 7at5 a 7aoo 74t3 y 1 �9� $ 11-0 m �� I 18020 7a08g 7407 7403 n > 7400 g g g � :. •\ J 74TH ANEW N N 7417 7393 7397 7324 7314 W 7321 74TH AVE u Hz 73RD PL W \ zi 7471 17316 17304 7330 g c - m• N 7jBOg �37 7314 7321 1^ 9 V . 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'!i g 7104 �1 7718 7115 7112 71t3 v 17508 710617404 7031 702a 7107 7106 f/+ )107 7708 7103 v N 1�r 710a 7103 H )oz7 7ozz -0 1 .w ti - 7ote 7033 7031 71STAVE r \ \ )! /� • BO2J a 7019 )O18 7025 7028 7025 7017 0 7027 \ PLW ro 7078 d 7023 7013 w v y Iota 7017 w 7009 N o \Y/ -' � I 7014 701 B 1O 7008 70TH PLW ~ a - 7077 OL 7w 70tt 7008 y 7002 9 7011 r xx 7005 7003 � Q a � 6820 17710 17706 17702 7832 17628 8924 v - 6918 6915 9 N N 8920 6900 18030 8920� �+ s 3i 6912 —�--- _ 89TH AVE W 17806 TH PL W. 6911 6914 _ 17701 17831 17827 q0L A a' t7727 6917 - --5 . tim"/ 6912 �, � 8 6970 / m 17729 & K1 a i 1O m L,LpO g y 80ze '� Q1 '17818 6830 6800 68TH AVE W 6831 6906 `t -23 1))37 17621 8828 $ $ \\ z l' c yy 6970 %7 min `l 6815 $ d �J \ oya 8820 88, s 6828 6830 Sv 8950 ..._. 11 fs 6805 V •.u.a..wa...... a01,,.,. vv v,.. 8819 C 6868TH VIEWD M..� _. 1 e7zs e72ee72e OLD q v R Irk-/7 TH AVE W EW 4 6725Tj y f 4c .6929 Snohomish County, WA Assessor Parcel Data . Pagel of 3 SnohomishOnfine Government Information & Services CountyAlO Washington R E A L * Property Information County Quick Info Directory Departments Employment Calendar Questions Search County Home links: CommonAssessorHome Treasurer Home Information on which Department to contact links: Please view Disclaimer If you have questions, comments or suggestions, please Contact Us. Date/Time:6/23/2005 3:00:08 PM Answers to Frequently Asked Questions about Parcel Data (opens as new window) Return to Property Information Entry page Parcel Number 00741700000800 Prev Parcel Reference 74170000080004 View Man of this parcel (opens as new window) Links to property information below • General Information Names & Addresses, Property Legal Description • Treasurer's Tax Information Total Current Year's Taxes and other information • Assessor's Property Values Market Values, Current Use Values (if any) • Assessor's Property Characteristics Tax Code Area, Use Code, Parcel Size • Assessor's Structure(s) Data Data related to the structures on a parcel • Assessor's Property Sales Sales recorded since 7/31/1999 • Assessor's Mapping Information Traditional and Interactive maps, Neighborhood Giveneral Information Taxpayer Name 11 Address (contact the Treasurer if you have questions) SOYER HALIT A R./ EARLES SUZANNE M 1122910 90TH AVE W B-25 - - - EDMONDS, WA 98026 If the above mailing address is incorrect and you want to make a change, see the information on Name and Address Changes Owner Name 11 Address (contact the Assessor if you have questions) SOYER HALIT A R / EARLES SUZANNE M 22910 90TH AVE W B-25 - - - EDMONDS, WA 98026 Street (Situs) Address (contact the Assessor if you have questions) UNKNOWN - - - Parcel Legal Description EAGLES NEST DIV. l BLK 000 D-00 LOT 8 Go to top of pie Treasurer's Tax Information Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as new window) http://web5.co. snohomish.wa.us/propsys/asr-tr-propinq/Prp1ngO2-ParcelData.asp?PN=007... 6/23/2005 Snohomish County, WA Assessor Parcel Data Page 2 of 3 2005 Taxes for this parcel $1,255.76 (Taxes may include Surface Water Management and/or State Forest Fire Patrol fees. LID charges, if any, are not included.) To obtain a duplicate tax statement, either download our Tax Statement Request form or call 425-388-3366 to request it by phone. Go to top of page Assessor's Property Data Characteristics and Value Data below are for 2005 tax year. Please contact the Treasurer's office for answers to questions about Taxes (opens as new window) For questions ONLY about property characteristics or property values (NOT, taxes), please contact the Assessor's Office (opens as new window) Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons Values exemption. Reductions for exemptions are made on the property tax bill. Tax Year 2005 Market Land $115,200 Market Improvement $01 Market Total $115,200 Tax Year 2006 Market Land $77,200 Market Improvement $01 Market Total $77,200 Go to top of page Property Characteristics Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window) use Code 910 Undeveloped (Vacant) Land Size Basis ACRE Size 0.09 Go to top of page Property Structures No structures found for this parcel Go to top of page Property Sales since.7/31/1.999 Explanation of Sales Information (opens as new window) Sales data is based solely upon excise affidavits processed by the Assessor. Transfer Receipt Sales Excise Deed Grantor (Seller) Grantee (Buyer) Other Date Date Price Number Type Parcels 10/14/2004 10/28/2004 $70,000 567830 W BRAYMER LAEL SOYER HALIT A R / EARLES No ELLIS SUZANNE M 10/14/2004 10/28/2004 $0 567831 QC EARLES ERIK L EARLES SUZANNE M No 1/29/2002 1/29/2002 $0 269890 QC TRIPLE "E" CONST ELLIS IAN No INC 1/29/2002 1/29/2002 $0 462593 QC ELLIS IAN & BRAYMER LAEL ELLIS No MARCIA J . Go to top of page Property .Maps Township/Range/Section/Quarter, links to maps Neighborhood 1504000 Explanation of Neighborhood Code (opens as new window) Township 27 Range 04 section 08 Quarter NW Find parcel maps for this Township/Range/Section http://web5.co. snohomish.wa.us/propsys/asr-tr-propinq/PrpIngO2-ParceiData.asp?PN=007... 6/23/2005 JRR L�ngineerzng, Inc. ENGINEERING & PLANNING SERVICES Project Name: C No.: 5� ,DPP V AS TE IN eativIl 1,LZt r-k R BfLR-SS. btZ ovT VPr>_Vit✓S..�RaNt G8 . Int D (ZI f-W Ay _ G TE _vAWO ro - dLIDSi N��DL. C, '(PVC. COUPI.E .� 1�i'1P.�l�flOp�i SvJ iT L4 LZ E F02_ I P0-A . _....... Z N CsA1v 'Dt2 _ L . 1 <o - - _ ca T, �-Y,P� 1L zaell-e.l f , ..NCkT 0 SC- cL F_ SUB- -6 7�Ie5_ . BUILDING-DEPARTMEN CITY OF EDMONDS EMEET 'FILE Designed Checked Date 6 4t. O Sheet of Ck f .. Product informfion VesUded Mere reflects conditions at time of publication. Consdt fadafy regarding discrepancies or inconsislenc '. ..��..:.:�...: 1 :. \-- �..:® Ors MAIL To.. po. BOX 16347 - budsvNe. KY 40256-0347 SWqV-3PVan9-Run Rbb-ad-LuumvA hy 4021 "67- (W2) 778-2731 - 1 (8" 928.pU&fp - FAX (502) 774.3624 Burawe Cast Iron cons"etton: Non -Clogging engineered thermoplastic Vortex impeller design, passe&72spherical solids. Motor - 60 H7, 3450 RPM, oil -filled, hermetically sealed, automatic reset, ffiermal overload protected. Available in both single or double shaft seal designs. Carbon/Ceramic seals. Assembled with StainlessSteelbolts. Upper sleeve and lower 64 n bath I bearing running i of 011. 15 ft. UL Listed Neoprene cord with molded plug cap and ground wire. I Y," NPT vertical discharge. Stainless steel lifting haddle. BN and BE mmlelsirinclude Mriable-Ievg%at- switch and 1,/2, x 2' PVC adapter fitting. -A operdWs-&tfnperaturcit-tri-130OF (54Ctin-effiu- ent or dewatering applications. Corrosion resistant powdetwated'epoxy finish: Note: The sizing of effluent systems normally requires variable level JoaXs) controls and property*ed basins to achieve required pumping cycles or dosing firners with nonautomatic pumps. - MA4.11). P.O. BOX 16W LowsWle, KY 40256CT4T- SHIP TO., 3649 Cam Run Road Louisvft KY 40211-1961 1502) 778-2731 - I (8M) 928-PUMP FAX (502) 7 74-3624 Manufacturers of... rLowil-Y CL1AW5- .'FI'ATT SECTION: 2.20.045 FMI502 09(A Supersedes .visit -our -web site. wvYw.zae1kr-Vor1Y— 14014140 Cast Iron Series (For Pump Prefix Identification see News & .thews ,0052) FOR SEPTIC TANK - LOW PRESSURE PIPE (LPP) AND ENHANCED'FLOW STEP -SYSTEMS - EFFLUENT - AMMA OR DEWATERING PUMPS J SU6MERSfflA--E-- 1%" NPT DISCHARGE POWDER COATED TOUGH, • Automatic MWets SM & M) • Monautornatic • 1 HP. lPh 115V or 230V , QCop0W*2W# Zoaller-r-C. M *-*es re ,erve� nn w,3innur-a*u en.:;,:nT cn nr 2nH PUMP PERFORKM-ECURVE— MOO k 14014140 I M TOTAL DYNAMIC HEADIFLOW - . PERV*LITE FFLUENTAND DEWATEPJNG MODEL 14014140 feet Uelem Gel._ -Ltets Is Be— rAi--- 10 so 303 4.6 73 276- 6A 7.6 59 2231 9.1 49 185 10.7 W 12.2 28 106 137 17 64 NEESE 10 �16 EMMONS �20 25 SON 80 35— MEN 40 41 MEN ME NONE NIMEM MWEEMIN MIMMINIMME MEMNON UTERS so 160 240 120 FLOW PER WHIM • Electrical alternators, for duplex systems, are available andsuppliedwith an alarm. • Medwical alternators, for duplex -systems, are available with or without alarms. z - • Control alarm systems areavailable for 1 phasepumpsused in simplex system. See FM0732. • Variable lewd control switches are available for controlling single phase sys- tems. • Double piggyback variable IeVel float switches are available for variable level long cycle controls. • Sealed Qvloik-Box available for outdoor fristallafions. See FM1420. • Pat- in FMOB06 for applications above 130-F (54-C). 14014140 MODELS Control Selection Model ' Model Model Volts��-ftde A11W -VIY1131111W 001131110 H140 N4140 115 1 Mon 12.0 1 or2 3 E140 E4140 230 1- Non - 6-.0- - "r 2' 3- 6NI40 BN4140 115 1 Aii Auto 120 I BE4140 230 1 A *Single piggyback switch included. I In '(PI SKW4A 1KVT 1. For automatic use single piggyback variable lewd float switch or double-pigiyback variable lewd -float switCh—Refer to FM0477- 2, See FM 1229 for correct modd of simplex control panel: 3..See FM0712 for oormctraodd. of 4uptex conW panel. . For unusual conditions a reserve safety factor is engineered into the design of every Zoeller pump. ........... Louisville. KY 40256-0347 of.. SNPIC., 3M649 Cam Rt�j�nftad tabisvft, KY (0211-Mi - - 2?2 (W2j 776-2221 - I M 92&PUW www.zo"src0'6 MFAX(5Qj 717F%-24 qnq/-Rqqnqp nn N7:19-qHr'R*H en2:01 go 0C 2nU i I LEGAL DESCRIPTION �;� 9 9\� \ LOT 8, EAGLES UIE63i DIVISION NO. 1, FORMERLY KNOWN AS EDMONDS VIEW 511q61 \\ >� DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME i \ 'O �Q 46 OF PLATS, PAGES 139 THROUGH 140. INCLUSIVE, RECORDS OF I \ `�'T \ EX I ST �G OWNERICONTRW7OR IS RESPONSIBLE FM SNOHOMISH COUNTY, WASHINGTON. t 0 �� 7¢ 96.52 \ \ A�q RI TYPE II EF�OSII��'�t Cu �`,J C= AN DRAINAGE G� FF 9&,5, ca �� r. = s` G\ RIM "W) tt 'yt '4 \ 97.Ot IE(t2"W) 91.73 (FROM �ii RJE�� 1�TZIVGWi}�t�i t�l2�i=. ! \ Rtti Cu ►�� < v �kqT \ �'L \F,p mew -svw- if- 91.94 / I>�i 4�.mA-v (0.�4 CONTAINS 3,820.8 SO FT (0.09 AC.)AF �t�c�� 97.10 OWNER: HAUT A. R. SOYER ND GQ��t�IC� puTSii)E TH+Si \cpF� Gj ��` \Cd�iTQ, TO�. '�' � Tf � E I f F012 t3v I i_A i N G > ST t"�u �'� I t h{ 4 o � ✓c r \ \ 2 I r� FL., 96.3 ESQ Ia.p��d1ov S�rt>�G�! �RC•t�5E,1a. EST;Qo <o 2,58 g P P6 LQ (�ra49, \ MIl14; iced b), (� G C`O'°�- 23� �i V. 97.40 4s., \ q 2�t73 ii 1,33 32��t SI= 97.71 \\\ \ RO<<� \i 1.-1 t✓o�ser��iv@� �6�ii,�rT' W►.LC>I•iloN(.5) C�so cELEV. 96.10 �,� ��i .Soo ga tI L(3# �t T`t`t� IL tR-��Si��q��►20vIDE F►A[ACG??'Q41OruCi l` 21r� L. 7s,0 ;No �� >� �� h� � - QL%ANT-(TIES A1FT- P--Ff �aL�96 •�O� TV P� c I %�2.% ��lytfni� �J I T Vti1 r'� rr•� EkC�1tta T-i o t� dRi�lPd�� PRD �ETL'N'rIG�4 5'r'�TT�1, \ i� WTR p METER 98.27 E ELEV. 86.a0 ? dg % l t',ll P. E, ` \\ bCK--tt46,0d T "L4-t�.4T� o F.) E►�s> m /offLN,A j ROOF O / a`� S� C'.q \ CD>3t`i 6C r T-0 25.42 ) qe qr EXIS i 5A X 3/k, \ 5.42\M r✓�Oz �fQ• _ N 1`tT TO i;y�r s 92 94 9T,�tiFo s4 e8 -90 _ ti. C / N 891 15" E 517 96'9R,9 �Q P 12 GITY S'f`i� 99.24 \ p 80 U 8 30.00 \ s cF 8 so �� WATER $ lI WER \ , 5 INSPECTIONS REQU \ \/ems- a t 425' 771-0220 EXT.13M SS MH J �WM y pVL O 9D \ CO RIM (CTR LID) 100.09 t�4l.l. A��, I N IE(8b1>�LS�SAS NOTED \ a \ . t �� ACCEP E TIGW:,T�LINE ® h BY ENGINEERING o ELEV. 94.60 \ b I GDR 35 a4 86 \ `� 0 1,• 4a; 00 - �0 --� >� 9Y I Date: ...... N'12 \ 4 9 = l \ " �- N F> '1 CO PR OSED SI lE FAM Y RESIDENCE ® _i AmD AID ADDRESS SIB ® MAIN FLOOR Ell `ATION: 19 90 1" = 10. o DECKS ALL E�( SURFACES TO OWER FL OR ELEk` ION: 87. h DAYS R GE EC - ON: 113. ,V^ 8 SILT FENCE . '0 \ to.00 BE COVERED WITH D sg \ 66 10 0 10- 20 \ °so p K. 2-o�2 �fVG. Dawr-tsPo �P' �/ OR COMPLETE HORIZONTAL CONTR fl 6 ®a GOB t012 RECORD OF SURVEY 'iaAT1.D 24 MR. NOTICE o \ 1 /17/05, MAP FILE 780 OS FOR INSPECTION \ 43.33 - _ � \ N 8 0'15" 73.0 - � \ \ 6 ELEV. t.60 A rI C Q \ \ 35: E. ff-SC ELEV. 74.90'�jpTro or- (.Ov►�5'r STEM )1� ®■�� \ \ >� {'j,Att�l b :' O ��>25 �ooTIr,! (oq�j SILT FENCE 190 �SS�ONALG` �t/.g/'�Zp�} \ �\ �g - SEP - 6 20�q � &RAb I > AG P�ciTY �. ExaIREs O /l ZOdS" BUlLO DEP ONDSPI TY ois i��oN�s - - _ �6 ENGINEER: JRR Engineering, Inc. 18609 76th Ave. W., Ste. B, Lynnwood, WA 98037 RA�� PAT" (425) 697-5108 FAX 697-4506 r I { NESUB SEA' - 6 2005 &UILUING REPARMENT "I -Ay OF EDMONDS N 1" = 10' 10 0 10 20 NEIGHBOR'S PROPERTY LINE L o0 z W us �z o CD 8 LZ C O ` cc CL m L CL �L S LEGAL DESCRIPTION LOT 8, EAGLES NEST DIVISION NO. 1, FORMERLY KNOWN AS EDMONDS VIEW DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 46 OF PLATS, PAGES 139 THROUGH 140, INCLUSIVE, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. (FROM "EXHIBIT A" (SOURCE UNKNOWN) AS PROVIDED BY CLIENT)' CONTAINS 3,820.8 SO FT (0.087713498 AC.) OWNER: HALIT A. R. SOYER ELO APPROVED BY PLANNING 6 O U I O 5 SMALLEST RECTANGLE Q'I�61A�� I AROUND BUILDING AREA = 3338.97 SO. FT. cn \ � o 0 \ 0 >o Lr ir 0 _ \ \ p COMMON AREA U `� o tV � _ cnP40x (u �. o N FDA. 41- �rpRapFP F COMMON d N 891 ' E 517 10. �Y \ SILT FENCE\ I-, HE \ µ Fl66 ED Fl 6 94 T dd 90 MA 6 � 05 \\ >��\\�\\ 97.1 O � S \ j'°p 97.40 97.71, � ¢• cpNST O/ �OFCpN y�q is ivll O S / 2� ry�ti S�qe q, \ \ q F��gTO y�0 \ 96S��cF c R 18 AC�ERTABu'riGHTLINE.90 \ Io \ SD J Fl 24 \ . 'P S40 ® Fl 1 . \ "I88 F810 HANGM dq 86 I .00 \ - q PR OSED SI E FA Y RESIDENCE\ ® MAIN FLOOR EL TION: 19 DECKS \ OWER FL OR EL ON: 87. R GE ELEVA ON: 113. 10.00 OWNER/CONTRACC �� RESPONS ! FOR dR ds �.• �_ '.' r F1 24 N 8 70'15 73.0 �-Ssr�t®—� \ HAY BALE FILTERELEV . 74.90 Fl 24 �2 AT LOW CORNER SILT FENCE \ \ ) \ \ \ X ALL EXPOSED SURFACES TO AWL PAPI BE COVERED WITHIN 2 DAYS COMMON AREA Nt7TE ; S i-m GtZADi&i S aHoLI LZ 5F pewE L►> mr- THE StyQ�IzvISLI�G�. oG= A K� EiRE,"ND _AID ADDRESS SIGN R -F�iiNICAt_ L N Pe T C®►�cs� t T�� `, : - CITY COPY C�I. &07-E'G4 i 04AI, � l Q c% I�(c'C'► T l�s A i; TZ rt ��¢ SX U4 V "LZj o r4 d2 da 'I E WTR \ METER ST ILE (CO 4r 4v 6 98.2y, \ \\ \\\ 99. 99.2 170�O U% Y / COMMON AREA \y / AR ST RECTANGLE AR D BUILDING = 3338.97 SO. FT: . 24 92 ® 9\ SILT FENCE ROOF DRAINAGE: ROOF DRAINS TO BE TIGHTLINED AND ROUTED TO EXISTING STORM DRAIN IN THE ROAD. k4v COMMON AREA REUB SEP —.6 7nM BUILDING DEPARTMENT CITY OF EMAONDS z m S m 0 z 0 rn z m NEIGHBOR'S PROPERTY LINE HEIGHT BASE ELEVATION CALCULATIONS 97.40 88.55 94.6+82.5)/2 78.25 74.9+81.6 /2 2L 86.4+96.1)/2 355.45 TOTAL 355.45/4 = 88.86 BASE ELEVATION 88.86 + 25.00 = 113.86 MAX. ELEVATION LOT COVERAGE CALCULATIONS 2041.3 S.F. FOOTPRINT AT FND. LINE (INCL GARAGE) 368.0 S.F. DECK do OVERHANGING FLOOR AREA 64.2 S.F. COVERED PORCH 2473.5 S.F. TOTAL LOT COVERAGE 3820.8 S.F. LOT AREA . 64.74% LOT COVERAGE TREE DESIGNATIONS: (NUMBERS INDICATE DIAMETER — I.E. FI 10: 10" FIR TREE) FI = FIR HE = HEMLOCK MA = MADRONA i7oao 7�ab��i, S� y STREET FILE RESUB SEP ® 6 2005 z BUILDING DEPARTMENT �. CITY OF EDMONDS RECEIVED JUN 2 3 260 BUILDING DEPT. - STREET -FILE CB RIM 95. 14 I E( 12" E) 91. 94 I E( 6" N) 92. 14 I E( 6" W) 92. 14 4�1\ 1 " = 10' OEM 11mm \ \ mm \ \ \ \ 10 0 10 20 LEGAL DESCRIPTION \ \ \ FOR COMPLETE HORIZONTAL CONTROL, REFERENCE LOT 8, EAGLES NEST DIVISION NO. 1, FORMERLY KNOWN AS EDMONDS VIEW \ \ \ RECORD OF SURVEY BY THIS FIRM DATED DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME \ 1/17/05, MAP FILE 7804ROS 46 OF PLATS, PAGES 139 THROUGH 140, INCLUSIVE, RECORDS OF \� \ SNOHOMISH COUNTY, WASHINGTON. SS MH \ \ \ \ RIM 95.49 \ \ C'otis COE = CITY OF EDMONDS ( FROM "EXHIBIT A" ( SOURCE UNKNOWN) AS PROVIDED BY CLIENT) I E(8 sE/6 ' N/S/W) 86.41 \ \ CONTAINS 3,820.8 SQ FT (0.09 AC.) \ \ PWR VLT TA \ O 96.52 \ \ T \ Az \ \ RBM 97P31II y \ \ 97. 01 I E( 12" W) 91. 73 I o<< ��\T�� \ \ \ \ I E( 30" E) 90. 11 97.10 \ \\ \\ SS�<p R� \97.58+\ \ \\\\\\ 98 S N_� / • 00 \\� 98. 16 96 \ \ TV P PE J \\ \ / h "V CO t5 VrR °'~O NETER 98. 27\ \ \ \ y \ / 99. 07 92 9499.24 \ 8 89° 10' 1 E 55 17 \ \ 8s \ ` FI 18 SS MH �- \ \\ \ �• RIM (CTR LID) 100. 09 F9024 9c, I E( 8" NW/E) 85.65 \ >E6� \ \ ® FI !V O \ ® \ \ \ 88 ® \ r ® WTR VLVS \ tD \ 8q 86 ` p F I 6 \ 9R \ c� ® m \MFI 6 FI 24 9� \ O jo \ \ , BQ U \ 8 FI 24 66 ED 9 N 8. e4 - \ \ \ ° 10 E 7300 ® 8z VERTICAL CAL DATUM F I 10 \ \ \ s ® FI 24 VERTICAL DATUM AND SITE BENCHMARK —ASSUMED ' NORTHWEST RIM OF SEWER MANHOLE, 40' +/— \ \ \ \ \ 0 SOUTHEASTERLY OF SITE. ELEV = 100.00- \ \ \ HYD s � GRAVEL pgTH � — TREE DESIGNATIONS: (NUMBERS INDICATE DIAMETER - - 1. E. FI 10: 10" FIR TREE) FI = FIR HE = HEMLOCK MA = MADRONA RF-CF-IVED J U N 2 3 2005 BUILDING DEPT. a°st"" tia � TOPOGRAPHY SURVEY -F 0 R SCALE: 1" = 10' No. Date By Revision PROD NO. NV� � C C Surveying y 7804.2 w 4509 243rd PL SW DATE. 3/1/05 0 H A L I T S O Y E R DRAWN BY: JJH SHEET s 1 77 1 Mountlake Terrace, WA 98043 NAf, LA1�SJ (425)673-7502 (206)523-1 654 17 016 — 7 2 N D PLACE -WEST - PROJECT MAP FILE: 7804TP 1 OF 1 ExPRE9:07-31- I7aaa RECEIVED J U N 2 3 2005 BUILDING DEPT. M. LEGAL DESCRIPTION LOT 8, EAGLES NEST DIVISION NO. 1, FORMERLY KNOWN AS EDMONDS VIEW DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 46 OF PLATS, PAGES 139 THROUGH 140, INCLUSIVE, RECORDS,OF SNOHOMISH COUNTY, WASHINGTON. 1 , = 10, MERIDIAN — PLAT 10 0 10 20 ALL DIMENSIONS PER PLAT AS SHOWN P = PLAT M = MEASURED BRASS DISK IN CONCRETE MONUMENT IN STEEL CASE (NO MARKS/NOT USED) of \ E ass. �' op•, RrjpO 00� _ \2S .x, 02 N c TFFTEMSSO M�\ � G Oqs ,��M<Isk jAl ' (T p� Iiy MARKER LOCATIONS BAR & CAP, LS 18904, 2.0 NORTH OF NORTH EDGE OF GRASS PATH, 0.16 NORTH x 0.01 WEST OF CALCULATED LCULATED CORNER NOT SET BY THIS FIRM) R & CAP, LS 38977, 10.0 SOUTH OF SOUTH FACE OF CONCRETE FOUNDATION FOR HOUSE #17012 3AR & CAP, LE 18904, 0. 2 BELOW GRASS, 0. 15 NORTH x 0. 06. EAST OF CALCULATED POSITION( CALCULATED CUKNEK NOI 5ET BY THIS FIRM) D = FOUND TACK IN LEAD PLUG AT BACK OF CURB, 15.0 EAST OF EAST LINE: OF HOUSE #17012, 0.03 NORTH x 0.01 EAST OF CALCULATED POSITION (CALCULATED CORNER NOT SET BY THIS FIRM) SURVEYOR'S NOTES ..; E = FOUND TACK:W/TAG, ` LS-18904, AT.` BACK OF CURB,-O. 01" NOR-THi x ,jO.: 02. EAST OF CALCULIATED POSI,TION'.( CALCUUAT,ED` 1' THE CONTROLS SHOWN REPRESENT A COMPILATION OF MEASUREMENTS MADE DURING THIS CORNER NOT SET BY THIS FIRM) SURVEY, PREVIOUS SURVEYS PERFORMED BY THIS FIRM, PUBLIC RECORDED SURVEYS AND MUNICIPAL RECORDS. UNLESS OTHERWISE NOTED, THE SHOWN MONUMENTATION WAS FOUND F = FOUND REBAR & CAP, LS 18904, 0.1 BELOW GRADE IN BRUSH, 0.15 SOUTH x 0.11 WEST OF CALCULATED POSITION IN DECEMBER, 2004. FIELD INSTRUMENTATION WAS A LEICA TC805 TOTAL STATION, (CALCULATED CORNER NOT SET BY THIS FIRM) SUPPLEMENTED WITH A STEEL TAPE, BOTH LAST CALIBRATED WITHIN THE YEAR AT THE SAND POINT BASELINE. THIS SURVEY MEETS OR EXCEEDS FIELD TRAVERSE STANDARDS PER WAC 332-130. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT PURPORT TO SHOW ANY OR ALL,EASEMENTS OF RECORD. THE DRAWING SHOWN HEREON DOES NOT NECESSARILY CONTAIN ALL OF THE INFORMATION OBTAINED OR DEVELOPED BYTHESURVEYOR IN HIS FIELD WORK, OFFICE WORK, OR RESEARCH. RECORDER'S CERTIFICATE filed for record this day of . 20_ at ---M in book of at page at the request of Manager JOHN JOSEPH HOLMES, PLS Superintendent of Records SURVEYOR'S CERTIFICATE This map correctly represents a survey made by me or under my direction in conformance with the requirements of the Survey Recording Act at the request of HALIT SOYER in JANUARY, 2005 091L(a--7 Certificate No. 38977 C & C , Sur v"eyming 4509 243rd PL SW i Mountlake Terrace, WA 98043 i 1 (425)673-7502 (206)523-1654 R,vvcmV5D JU%23 nos BUILDING DEPT. SURVEY FOR HALIT SOYER SW 1 /4, NW 1 /4, ,SEC. 859 T. 27N9 R. 4E9 W. M. DRAWN BY: JJH MAP FILE: 7804ROS DATE: 1/17/05 SCALE: 1" = 10' PROJ NO: 7804 SHT: 1 OF 1 N R L A LEGAL DESCRIPTION \ LOT 8, EAGLES NEST DIVISION NO. 1, FORMERLY KNOWN AS EDMONDS VIEW DIVISION NO. 1, ACCORDING TO THE PLAT \ THEREOF RECORDED IN VOLUME 46 OF PLATS, PAGES 139 THROUGH 140, INCLUSIVE, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. n n SURVEYOR'S NOTES THE CONTROLS SHOWN REPRESENT A COMPILATION OF MEASUREMENTS MADE DURING THIS SURVEY, PREVIOUS SURVEYS PERFORMED BY THIS FIRM, PUBLIC RECORDED SURVEYS AND MUNICIPAL RECORDS. UNLESS OTHERWISE NOTED, THE SHOWN MONUMENTATION WAS FOUND IN DECEMBER, 2004. FIELD INSTRUMENTATION WAS A LEICA TC805 TOTAL STATION, SUPPLEMENTED WITH A STEEL TAPE, BOTH LAST CALIBRATED WITHIN THE YEAR AT THE SAND POINT BASELINE. THIS SURVEY MEETS OR EXCEEDS FIELD TRAVERSE STANDARDS PER WAC 332-130. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT PURPORT TO SHOW ANY OR ALL EASEMENTS OF RECORD. THE DRAWING SHOWN HEREON DOES NOT NECESSARILY CONTAIN ALL OF THE INFORMATION OBTAINED OR DEVELOPED BY THE SURVEYOR IN HIS FIELD WORK, OFFICE WORK, OR RESEARCH. RECORDER'S CERTIFICATE filed for record this day of . 20_ at _M in book of at page at the request of Manager JOHN JOSEPH HOLMES, PLS Superintendent of Records SURVEYOR'S CERTIFICATE This map correctly represents a survey made by me or under my direction in conformance with the requirements of the Survey Recording Act at the request of HALIT SOYER in JANUARY, 2005 Certificate No. 38977 1', = 10, MERIDIAN — PLAT no= OEM 10 0 10 20 ALL DIMENSIONS PER PLAT AS SHOWN P = PLAT M = MEASURED BRASS DISK IN CONCRETE MONUMENT IN STEEL CASE (NO MARKS/NOT USED) of \ E aa36. Ray pp . 00 C• k• 2 (pimps •• o�VcR sT FrF ass � � r)-,) IN MARKER LOCATIONS BAR & CAP, LS 18904, 2.0 NORTH OF NORTH EDGE OF GRASS PATH, 0.16 NORTH x 0.01 WEST OF CALCULATED LCULATED CORNER NOT SET BY THIS FIRM) R & CAP, LS 38977, 10.0 SOUTH OF SOUTH FACE OF CONCRETE FOUNDATION FOR HOUSE #17012 3AR & CAP, LE 18904, 0.2 BELOW GRASS, 0.15 NORTH x 0.06 EAST OF CALCULATED POSITION (CALCULATED CORNER NOT SET BY THIS FIRM) D = FOUND TACK IN LEAD PLUG AT BACK OF CURB, 15.O.,EAST .OF,EAST:L.I.NE OF HOUSE #1.7012, 0.03 NORTH x 0.01 EAST OF CALCULATED POSITION (CALCULATED CORNER NOT SET BY THIS F;TRM)' �. E = FOUND TA6K W/TAG, ' LS 18904,'' AT -BACK OF CURB, - O. 01 NOR'TH,'`x1 0. 02 EAST OF CALCULATED _POSITION (CALCULAjED CORNER NOT SET BY THIS FIRM) F = FOUND REBAR & CAP, LS 18904, 0.1 BELOW GRADE IN BRUSH, 0.15 SOUTH x 0.11 WEST OF CALCULATED POSITION (CALCULATED CORNER NOT SET BY THIS FIRM) pSepif ,yQ �a �0 C & C Surveying h 4509 243rd PL SW °� ° Mountlake Terrace, WA 98043 CC "A�-LAID (425)673-7502 (206)523-1654 FS:07-31- J U N 2 3 2005 BUILDING DEPT. SURVEY FOR HALIT SOYER SIN 1 /4, NW 1 /4, SEC. 8, T. 27N9 R. 4E9 W. M. DRAWN BY: JJH MAP FILE: 7804ROS DATE: 1 /17/05 SCALE: 1" = 10' PROJ NO: 7804 SHT: 1 OF 1