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6803 164TH PL SW.PDF1111111111 885 6803 164TH PL SW CITY OF EDMONDS STREET FILE ASSET INFORMATION SHEET N EW ADDITION RETIREMENT ASSET NO. ADDITION TO ASSET NO. - DESCRIPTION SERIAL NO. LOCATION 4�J DEBT NO je�41�Z PURCHASE ORDER NO. PURCHASE ORDER DATE COST PROJECT NUMBER PROJECT COMPLETION DATE COST If 7,,il `2 B.A.R.S. ACCOUNT NO. -0/v ;?VJ7, 0,0, ESTIMATED LIFE �;.2,6-- INITIATED BY DATE APPROVED BY "SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST *SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT ACCOUNTING ONLY 2/'DEPRECIATE MONTHLY DEPRECIATION AMOUNT ANNUAL DEPRECIATION AMOUNT 0 G.L. ENTR REFERENCE DATE ��c - VERIFIED BY PROCESSED BATCH NO. I k�np INITIAL DEPARTMENT FILIE CU?Y RECEIVED uopy SANITARY SEWER EASEMENT ho 14 AY 23, 1938 E-OWELLLAWOFFICES The following described parcel of property shall be hereinafter referred to as the "servient estate": Lot 13 of Meadowdale Heights as per plat recorded in Volume 46 of Plats, pages 124 and.125, records of Snohomish County, Washington. The following described parcel of land shall be. hereinafter referred to as the "dominant estate": Lot 5 of Meadowdale Heights as per plat recorded in Volume 46 oY Plats, pages 124 and 125, records of Snohomish County, Washington. James B. McGovern, a married man, is the owner of the dominant estate and Leiv and Sylvia"F. Vikingstad, husband and wife, are the owners of the servient estate. For and in consideration of One Dollar ($1.00) and other valuable consideration, Leiv and Sylvia F. Vikingstad do hereby grant and convey unto James B. McGovern, his successors, heirs and assigns, a 5 foot sanitary sewer easement for the purpose of carrying sewage from the dominant estate through the gervient-, estate to the sewer hookup provided by the' City of Edmonds, Washington. Said easement also shall include the right of ingress and egress from and -to the dominant estate by trucks, motor and other vehicles, and f.or persons on foot,, for maintenance and repair of said sanitary sewer line on the servient estate. Said,sanitary sewer easement is legally described as follows: That portion of Lot 13, Meadowdale Heights as recorded in Volume 46 of Plats, pages 124 and 125, records of Snohomish County,'Washington, described as follows:. BEGINNING.at the Southwest corner of said Lot .13, thence N ,24 degrees 18'26" W along the West line of said Lot 13) a distance of 101.96 feet; thence N 05 deg.-ees 415'00" E alonu the West line. of said Lot 12 a dis 'Cance of: 9 - '-1 2' _' ---a t t �-a S 24 degrees 18'26" E a distance of 111.2.2 J[eet to a o I. - on the South line of said Lot 13; thence.S 72 degrees.45'00," W along the South -line of said Lot 13 a distance, of E.n_4 feet to the.POINT OF -BEGINNING. Said sanitary sewer easement is given in perpetuity, and shall be binding upon the heirs, successors** and assigns, of James B. and Leiv and Sylvia Vikingstad.. 4�_ Wames B. McGovern. Leiv Vikingstad 7 Sy a F. Vikings*­hd 880520011*3 .::I- 00 C) V) cc� CITY of' EDMfl, SIDE SEWE' R ..P. E R M. IsiT ET FILE M3 39 For Inspection Call PERM IT Address of Construction: L/ _H7 D,— Property Legal Description (Include all easements): Z07 Owner and/or Builder: -JA M E V C Ve 64- tL) RECEIVED Contractor & License,.No: McGove. /_3�oe) MAY Single Family Residence Y-1 PUBLIC WOW Multi -Family (No. of ,Units Commercial, (NO. of ,�ixture Units 'Invasion into City Right -of -Way: No >� Yes (If Yes, Right -of -Way ConstruLtion Permit reqWred. C.al 1 One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes, easeme.nt required, attach legal description and"c'ounty easement,number. P EASE READ THE ITEMS LISTED ON THE BACK ,!""certify that I have...read and shall co'MPITY-, [Tate /'.with the items listed on the back. 4.*� Permit Fee: ?0. C)o Issued BY: 2- _7 Trunk Charge: 2S. 0D �bate Issued: -9712-MYS - Assessment Fee: Receipt No.: ey /V % Partial Inspection: Comments Date Initial Final Inspection Approved: Date N'Tt i a 1 Rejected: Reason Date Initial PERMIT MUST BE POSTED ON JOB SITE White Copy - File Green Copy -,Inspector Buff Copy - Applicant 4 NOTICE: No warranty of accuracy. The information shown on the attached map(s) was compiled for use by the City of Edmonds, its Employees and Consultants. The City of Edmonds does not warrant the accuracy of anything set forth on these map(s). Any person or entity requesting a copy should conduct an independent inquiry regarding the information shown on the map(s), including, but not limited to, the location of any sewer stub shown. Such sewer stubs may or may not exist and may or may not exist at the location shown. Neither the City of Edmonds nor its employees or officers shall be liable for the information given on map(s), nor for any one representation provided based upon said map(s). , The City of Edmonds Side Sewer Drawing EASEMENT NO - ----------------------------------- 4 NEW CONSTRUCTION LY REPAIRS 0 LID NO - ---------------- .- ASMT. NO. OWNER--------------------------------------------------------------------------------- -------------- CONTRACTOR ------------------------------ --------------------------- k--; -------------- PERMIT NO. JOB ADDRESS ---- — ----- ------------ -- -------------------------- ---- LEGAL DESCRIPTION: LOT NO - ------- 5 ------------------------- BLOCX NO - ------------------------------------ �- �V' N��- �- V\� - NAMEOF ADDITION ----------------------------------------------------------------------------------------------------------------------- 1 00 C40 E, Approved: DATE ------------------- PWW-0001-1 /75 (REV.11/78) LP - -------------- By(�� --- -------- -------- kAp 08'p3 AC4*"VA4A�3N STF1 FDFA-VTDFL.'h�LON AND ASSOCIATES, INC. Consulting Engineering Geology 13424 Chain Lake Road Monroe, Washington 98272 . 206/794-4332 December 6, 1983 Project No. 5983 SIMCO c/o Subdivision Management, Inc. 16031 - 119th Place NE Bothell, Washington 98011 Attention: De -En Lang Reference: Preliminary Soils Investigation Meadowdale Heights Edmonds, Washington Gentlemen; This . is to. serve as a report of a preliminary soils investigation performed at the above referenced project site, per your request. Introduction Th& purpose of this investigation i s to determine suitability of the site for development as proposed. We understand that construction is to consist of single family residences and associated roadways and utilities. The scope of tervices-f included performance of fifteen backhoe test pits, located generally within the proposed development areas and within those areas believed appropriate to obtain information for presentation of conclusions and recommendations contained herein. Approximate locations of the test pits and general- features of the site are shown on the enclosed location map. Elevations -refer to existing grade All elevations mentioned in this report and to a land use study plan topographic map supplied to us by you. DAVID L. NELSON AND ASSOCIATES, IN - LC Consulting Engineering Geology STREET a 'r F1' December 6t 1983 Project No- 5983 Page two Location & Site Description The investigated site consists of approximately 12 acres lying between 68thA-,�enu& West and North Meadowdale Road in Edmonds, Washington. Presently, the site area is primarily undevelopedo'except the upper elevation areas within the eastern portion of the sitet where some site grading and utility installation had been per- formed in the past Topographically, the site generally slopes toward the northwest from an upper elevation area within the eastern area to the lower elevation areas toward the west. The primar� features of the site observed during field explora-* tion consist of two draw areas approximately shown on the location map,the moderate to steep - slopes and a top -of . -slope approximately shown on the location map. The area is heavily vegetated, with many evergreen and deciduous trees, underbrush and grasses. soils Conditions The subsurface soils stratigraphy is best illustrated on the enclosed test pit lOgs- In general, the site.area appears to be underlain by grey -brown to greyp medium denses poorly sortedislightlY silty to clean, . s are found primarily within sand with much gravel. These soil the lower elevation areas along the west side of the site, and on a portion of the lower slope areas. These materials appear to consist of recessional glacial outwash deposits. Within the mode . rate to steep slope areas and underlying the recessional outwash depositso is a strata of grey -brown to grey, dense, silty to slightly silty, poorly sorted sand with much gravel. ce glacial outwash These materials appear to consist of advan the deposits. Within the upper elevation (eastern)'portion of site, the soils consist of grey, denses Poorly sorted silty The glacial sand with gravel, considered to be glacial till. till appears to overly the advance glacial outwash materials, and is found somewhat below the approximated top -of -slope line +'Psp UREETFILE -).,,,,,.,,.NELSON AND ASSOCIATES, 11 Consulting Engineering Geology December 6, 1983 Project No . 5983 Page three The . surficiial soils directly overlying the parebt material discussed above generally was found to be uniform in naturel except within the draw areas. Generally, the surficial soils consist of l' of organic topsoil, underlain by 1-5 - 2' of brown loose.silty sand with roots and some gravel.. A weathered soil zone of the parent material is found between the root ladden zone and the parent material, generally consisting of brown to oxidized brown, poorly sorted silty sand with gravel in a medium dense condition. Within the draw areas, the sur- ficial soils are somewhat thicker and the weathered zone some- what deeper before the parent material is reached. Hydrologic Conditions The ground water table was not encountered in any.of the test .pits performed within the site area. We did encounter some perched water ' conditions within the central draw area, located within the weathered zone above the denser parent material. This perched water appears to be related to drainage within the draw, derived from an outfall which empties into the draw from under 68th Avenue'Westv and accumulated surface waters within the drainage area of the draw. Seepage was not observed within the test pits located outside the draws, although we wouldexpect some seepage after prolonged precipitation periods, due to the contrasting permeabilities of these soil units. No evidence of outcropping ground water was observed within the site area, although some surface water was observed within the easterly portion of the central draw and within the northern draw area. Slope Stability Observation of the slope conditions throughout the site area did not indicate any noticable unstable slopes, slides or earth flows/slumps. Some past instability is apparent within the area of TP-15, along the north facing slope. This may be due to the existance of the draw, and the normal backwasting DAVID L. NELSON AND ASSOCIATES, I. o"TREET FILE Consulting Engineering Geology December 6, 1983 Project No- 5983 Page four processes associated with this area. Vegetation and general ground conditions did not indicate chronic earth movement or instability within the investigated areas. We have reviewed the report prepared by Roger Lowe Assiciates, Inc., dated October 16, 1979, titled 'Final Reporto Landslide Hazards Investigation, Meadowdale Area, Edmonds, Washington', prepared for the City of Edmonds Public Works Department. This report discusses the existance, properties and occurrence of a slide area which exists several hundred feet to the north- west of our study area. We believe, based on that report in- formation and our findings, that our study site is not an active portion or major contributor to the noted slide area. The Lowe report discusses several.recommendations to aid in reducing slide activity within the area. We understand that provisions will be made in our study area for control of all storm water runoff, and c6nstruction of sanitary sewers for the proposed residences. In so doing, a reduction or maintainence of the surface and potential ground waters effecting the slide area from this development is eip6cted. Conclusions Based upon the investigation performed, proposed site develop- ment and review of existing information within the site area, we believe the proposed residential development can be performed as anticipated, provided recommendations as presented herein are utilized for construction and development. Recommendations Residential dwellings are proposed within three main areas of the site; within the southerly upper elevation area, within the northerly upper elevation area and within the area of the cen- tral draw. Foundation placement and slope stabilization tech niques should be anticipated within these areas to maximize existing stability. ".ASTREET FILE ­)DAVID L. NELSON AND ASSOCIATES, 1! Consulting Engineering Geology December 6, 1983 Project No. 5983 Page five Within the' upper elevation areas the residences are'planned to be located near the top -of -slope. We suggest that foundations for these residences be placed into the dense glacial till soils, found 3' to 4' below grade. The glacial till soils were found to be quite dense and stable and should make excellant bearing soils. Development near the top -of -slope areas should be per- f . ormed such that artificial fill is not placed along the top - of -slope nor over the slope area. Any existing fill material should be removed from near the top -of -slope and revegetated. Conti nuous or spread footings, using a maximum allowable soils bearing pressure of 2000 pounds per square foot (psf) should be anticipated within this area. Residences planned for construction within the central draw area should anticipate foundation placement into the medium dense weathered strata or into the dense underlying parent soils directly unde:�lying. Excavation into the slope areas is under- stood to be expected within this area. We suggest that footings be placed on natural soils of uniform consistancyl rather than varying soils -materials. This may require stepped type footings within some areas, to achieve desired foundation soils. Within excavations which occur into the slope areas, -we suggest that - retaining of the slope be performed. This could be accomplished through construction of retaining . walls along the upslope side. Retaining walls are expected to be less than 10' in height in this area. We suggest that foundations and retaining walls utilize maximum allowable soil pressures of 2000 psf where founded into the medium dense natural soils. Equivalent fluid pressures of 70 pounds per cubic foot (pcf) should be anticipate . d against the retaining walls. An adequate drainage system should be performed behind retaining walls constructed within the area. We suggest the drains consist of a perforated pipe placed along the base base of the wall, connected to a gravel backfill drain behind the wall which is a minimum of 1811 thick. The drain pipe should be connected to the main*drainage system. We have )DAVID L. NELSON AND ASSOCIATES, 11, S"PIREff FILE Consulting Engineering Geology December 6, 1983 Project No- 5983 Page six enclosed a subdtaih and backfill scheme which generally shows the recommended drainage for retaining walls within this area. Dewatering of some of the excavations within the draw area may be necessary. This could be accomplished through construc- tion of interceptor drains or french drains around the structure area where required. Additional Notes Adequate drainage should be provided around the structures constructed within the investigated area. We suggest the use of foundation and roof drain systems, independantly constructed and directed into the main storm drain system. Storm drainage is recommended to be controlled and de.tainage systems constructed such that accumulated waters are restricted from seepage into the subgrade soils. We would suggest either a burried pipe or vault detention system rather than an open detention pond system, which could allow seepage into the soils. Road . ways should anticipate conventional pavement sections, although the use of Asphalt Treated Base would be adviseable during the wetter periods of the year. Roadway development within the central draw area should anticipate the existance of either a channel6d or burried pipe system nearby within which the water from the outfall under 68th Avenue West can be directed. Additional subbase gravels may be required to more effectively stabilize the toadway section than in the upper elevation roadway areas. The rockery which occurs along the west side of 68th Avenue West at the head of the central draw was observed to be only margin- ally stable. Settletent within the roadway was observed, and. is expected to continue. We suggest this area be considered for stabilization, thr'ough either the construction of an adequate retaining wall or structurally filled. Additional investigation. of this area should be performed, to determine an effective stabilization method. Construction activity within the site NELSON AND ASSOCIATES, I' �;STREET FILE Consulting Engineering Geology December 6, '1983, Project No. 5983 Page seven may effect the stabilty of the rockery, since it' is unknown whether stabilization methods were utilized during construction of the roadway within the area. Winter earthwork within the central draw area for placement of residences may require shoring, backsloping or other methods within the excavations to maintain slope stability. The occurrence of surface and/or ground water within the excavations may create conditions which require stabilization methods. Although the soils within the area are considered relatively stable,'open excavations can be readily effected by freeze -thaw, surface erosion and factors relating to the inclement weather conditions. Inspection of the earthwork phase of development w ' ithin the site area should be performed, including excavationst foundation placement, retaining wall placement and drainage. Structural fill used within the site should consist of granular soils - generally approved for use, uniformly placed and compacted, and inspected as required. Although we do expect site soil types, conditions and distribu- tions to reflect our findings, some variations could occur. Should conditions other than those discussed herein be encoun- tered, the soils consultant should be notified for review and comment. Additional or alternative recommendations may be requir( Thank you for the opportunity to be of service. If you have any questions, feel free to call on us at any time. Sincerely$ David e n ssociates, Inc. j ;av�id L. Nelson, PG Consulting Engineering Geologist DLN: kmn /g' a4� J. Keith Cross, PE eotechnical Consultant Siqep GRADE AWAY R�SIDE '-7URE FOR DRAIN REET PAVEMENY OR 18 INCHES MIN. TAMPED TOPSOIL OR IMPERVIOUS SOIL min. GENERAL FILL 4 WEEP HOLES Z., SUBDRAIN PIPE not to scale MATERIALS SUBDRAIN PIPE T'_.M_in1'_M­um` 5ia. Perforated Or Slotted Concrete, Metal, Asbestus-Cement Or Plastic Pipe. Tight Jointed, Sloped To Drain (4"/ 100' min. slope), With Clean -Outs. Slotted Pipe-- 1/8" Max. Width Slots Perforated Pipe-- 3/16" to 3/8" Holes Slots Or Perforations Preferentially In Lower Half Of Pipe With Lower Quarter Segment Solid For Water Flow. DRAINAGE SAND & GRAVEL 'To' 1�e_et_W_as_hin_gt_on_S_tat_e 'Sp—ecifications Or The Following Gradation. Sieve Size Passing By Weight 1-1/2" 100 3/411 70-90 1/411 30-60 No. 8 20-50 No. 30 8-30 No. 50 3-12 No. 200 0-1.2 (by wet sieving) (non -plastic) I . EXTERIOR RETAINING WALL DAMP PROOFING VAPOR BARRIER CONCRETE SAND FLOOR SLAB lb' '-6; DRAINAGE SAND & GRAVEL NOTES 1. Drainage Sand & Gravel Beneath Floor Slab Should Be Connected Hydraulically To Subdrain Pipe. Use Of 2" Dia. Weep Holes Is One Applicable Method. 2. Subdrain Pipe Should Be Bedded With A Minimum Of 6-1 Of D.-ainage Sand & Gravel Surrounding* The.- Pipt: 3. Backfill Within 1811 Of Wall Should Be Compacted With fland-Operated Equipment. Heavy Equipment Shoulc Not Be Used For Backfill, As Such Operation Could Increase Lateral Earth Pressures And Possibly Damage The Wall. 4. All Backfill Should Be Placed In Layers Not Exceeding 6" Loose Thickness And Densely Compacted. Beneath Paved Or Sidewalk Areas Compact To At Least 95176 Modifie� Proctor hlaxim-,jm Density (AST.M: D1557, Method C). Otherwise Compact To 9076 Minimum. SUBDRAIN BACKFILL BASEMENT WALLS WITH INTERIOR SCHEME SLAB ON GRADE STREET f Iii ;1 ILE . %A W�; -� 40P CL. < -2 DAVID L. NELSON ANI)*ASSOCIATES, INC. Consulting ffWpr*rhig Geology 4 cmin LAke Read lhwwftWA992T2 . 206f?%4337 W-ADOWDALE Ebm0pio & . U.)Af314mwra SCALE 1"r ton, PROJ. NO. DATE SHEET TEST PIT LOGS 0 TREET FILE TP-1 0-2-5 Brown organic topsoil and fill material 2-5-3-0 Brown oxidized poorly sorted silty sand with some gravel (weathered till) 3-0-6.0 Grey, dense, poorly sorted silty sand with gravel (glacial till) T-P-2 0-0-5 Black organic topsoil 0-5-3-0 Brown intermixed silty sand and gravel and roots 3-0-6.0 Grey, dense poorly sorted silty sand with gravel (Till) TP-3 0-1.0 'Black organic topsoil 1.0-3.0 Brown silty sand with gravel and roots 3-0-4.0 Grey -brown oxidized poorly sorted silty sand with some gravel 4.0-7.0 Grey, dense, poorly sorted silty sand with gravel (Till) TP-4 -0-1.0 Black organic topsoil 1.0-2-5 Brown silty sand with roots 2-5-5.0 Grey -brown poorly sorted silty sand with much gravel 5.0-10.0 Grey to dark grey, poorly sorted 'clean' sand with much gravel; pea gravel, many sand & gravel lenses (Recessional Outwash) TP-5 0-1.0 Black organic topsoil 1.0-2.5 Brown silty'sand with roots, some gravel 2-5-8.0 Grey, medium dense, poorl sorted sand with much gravel; moist (Recessional) TP-6 0-1.0 Drganic topsoil and fill 1.0-2-5 Red -brown silty sand with gravel and roots 2-5-5.0 Red -brown poorly sorted silty sand with gravel 5-0-8.0 Grey -brown, dense, silty poorly sorted sand with much gravel (Advance Outwash) TP-7 0-1.0 Black organic topsoil 1.0-2.5 Dark brown silty sand with gravel and roots .2-5-4.0 Brown silty sand with gravel and some roots 4.0-7.0 Grey -brown, dense, silty to slightly silty, poorly sorted sand with much gravel (Advance) TP-8 0-1.0. Black organic topsoil 1.0-2.5 Brown silty sand with roots 2-5-3.5 Grey -brown, loose silty sand with gravel Seepage 3-5-7.0 Grey, dense, silty to slightly silty poorly sorted sand with much gravel (Advance) DAVID L. NELSOH'AND ASSOCIATES. INC. Consulting. Eow?'41ri . ng Geology 13424 Mal- Lake R"d . 46wft Wk 992n rAlEADOWDAL& AF-I"T5 Edmonds, Washington SCALE — PROJ. N - 5983 C)ATE 12/2/83 smEET 1 of 2 0*66MEET FILE D1 TEST PIT LOGS TP-9 0-1.0 1.0-3-0 3.0-4.0 .4.0-7.0 7.0-10-0 Black organic topsoil Brown silty sand with roots Oxidized brown poorly sorted silty sand with some gravel Grey -brown, medium dense, poorly 'sorted Much silty sand with gravel Seepage Grey, dense, poorly sorted silty to slightly silty sand with much gravel(Advance) TP-10 0-1.0 Black organic topsoil 1.0-2-5 Brown silty sand with -roots 2.5-4.5 Grey -brown, loose -medium dense, poorly sorted silty sand with gravel 4-5-7.0 Grey, denser silty to slightly silty (Advance) poorly sorted sand with gravel TP-11 0-1.0 Black organic topsoil -1.0-2-5 Brown silty sand with roots 2-5-5-0 Grey -brown, medium dense, poorly sorted silty sand with gravel 5.0-8.0 Grey, dense, poorly sorted sand -with much gravel (Advance) TP-12 0-1.0 Black organic topsoil 1.0-2-5 Light brown silty sand with roots 2-5-5.0 Grey -brown, poorly sorted sand, loose to medium dense, some gravel 5.0-10.0, Grey, medium dense, poorly sorted sand with gravel (Recessional Outwash) TP-13 0-2.0 Intermixed silty sand with gravel fill 2.0-3-5 Grey -brown, medium dense, poorly sorted silty sand with gravel 3.5-6.0 Grey, denser poorly sorted silty sand with gravel (Till) TP-14 0-1.0 Black organic topsoil 1.0-2.5 Brown silty sand with roots 2.5-3.5 Grey -brown, medium denser poorly sorted ilty sand with gravel 3�5-6.0 Grsey, dense -poorly sorted silty sand with gravel (Till) ' TP-15 0-2.0 2-o-4.0 4.o-6-o 6.o-B.o Intermixed silty sand with gravel Brown silty sand with roots Grey -brown, medium dense, poorly silty sand with gravel Grey-br ge dense 00 ly v si ty oswanndto h Ygrta Le DAVID L. NELSON AND ASSOCIATES. INC. Consultin*VOWS& Geology 13424 Quin LAU R-W - U . wAg&277 . 2ftr?944337 Wet f ill sorted sor ted MEADOWDALE AF-10+T5 Edmonds, Washington SCALE pRoj. No. 596.3 D'7e SHEET 2. of 2 r5o L ' , ' ' - ' '_ �q, 0_1 0 PROJECT RMEW CHECKLIST vA.1) (VZ PROJECT ADDRES S. -Low PLXCATICN IPT DATE 2f 7 � i � � I , WTI .4 FIRE MANNING P4U6W by: (initial/ �te) 7 WIRISM ST= ENGNRNG BUITDING 77777-77// y jjkj�' "(Circle One) !SEIMACKS �CHECKED:,,7j,PlanT1in§; I'�',�VARIA�&/SEMMCK-'ADJ.�"�;..,��,� 77TRI111 777/7777 CONDITI 1,1"USE' P -77 7L:��""�, �2 111TIT—L 7 71-1 F1 T-11111111 -3 'ADE0 -77TI7777F OTFM ZCNINGREQUIRUE�nS 7TUTTFIT 4 4 RaNMENTAV F M-TURM �;t' 'ACMSL SIJOPF _A=S 7777777 6 ,DRAINAGE. PLAN (On �'Sit`ey, 777T/7 7T/77T/77 ....... .......... — STREET FI IT 111111T R11111 T ,LW,ALIDESCRIPrICN,3�VFRIFICATION _7T 177TI /7 ITIT11111 -RTFIT17 9 QUIT CIAIM/DFDICATIbNS'�':� 7 7 T/7 -177717 7T/77-777 1:­ 10 - 4;6 EASEMENT. -�PUBLIC/PRIVATE,�:�t, --v 1117717T CA LCULATE SEWER CONNECTION4.'IP NO.LiD# I .-A*,-.,. IIIITT17T 12 �kAT/SbBDrVISICt1! REQUIRMENTS 77/T7 RI61T--0F'-WAY CONSTRWTI ON PEWIT RF TITT7777T17TI7771 14 -7 BOND I REQD - Fog P PuBE i 10 -T 15 SOILS i CONDITIONS, GROUND C1 WATEOPIELD fECKED,, . 777T= 777717 7 7 7 7 7 7 7 .7 16�; 777T/7 777777777 Sli�i PAVW. MQUI _777TT/// 17 GUTTM IRED 'F CEIVb, 11117Uff 7, 18 SIDEWAILX� RMUIRED :;�-.o.. _­,�­ 1! " ////// 7T77TIT17 ///////// ///////// _: ^ , _777­4� /77T= 77,." 1. 4 G CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION NAME (OR NAME OF BUSINESS) ,7A M,5,5 9 Me 60 V e J(/V I" At- 6 0 V 1ek 4WAk MAILING ADDRESS A53 2- /T 14& 9,41h) Z, 12 06 3 2, `/ 4 d C V NAME 57'e.glie,v Lu ADDRESS 17 12- eX �k CIT,� _7TELEPHONE NUMBER W 1603 -?ZS--,,?y11 NAME ADDRESS 0 CITY TELEPHONE NUMBER Z 0 0 STATE LICENSE NUMBER Legal Description of Property - include all easements (show below or attach four copies) 7/4 _77- 01-NEW 17_11� RESIDENTIAL PLUMBING ADDIALTER COMMERCIAL MECHANICAL REPAIR RETAINING WALL SIGN DEMOLISH EXCAVATE OR FILL FENCE ( x _FT) PRE -MOVE INSPJ SWIM REMODEL COMPLIANCE INSP. POOL EWOOD STOVE/ R ] INSERT APT.BLDG RENEWAL NUMBER OF STORIES NUMBER OF DWELLING [UNITS_ NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) ZONE R5-2D NUMBER JUB ADDRESS S 14 AL DESCRIPTION CHECKI SUBDIVISION NO. ILID NO. _T / 0_F 'S / —R-et PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. EXISTING 01�� REQUIRED DEDICATION PROPOSED_�� RIGHT OF WAY CONSTRUCTION PERMIT REQUIRED tj,� STREET USE PERMIT REQUIRED 0 SEE ENGINEERING MEMO DATED METER SIZE IBUILDING SUPPLY SIZE REMARKS SIGN AREA I COMPENV. REVIEW ALLOWED I PROPOSED LETE i EXEMPT cc W ,U Z 0 Z W I. UNITS cr LU ADB NO. SHORELINE # VARIANCE OR CU PLANNING REVIEW BY DATE FH Z YARDS EIGHT ILOT COVERAGE Z FRONT SIDE REAR Z REMARKS CL CHECKED BY TYPE OF CONSTRUCTION CODE HEIGHT I I 2—S- SPECIAL INSPECTOR AREA OCCUPANCY OCCUPANT REQUIRED GROUP R_ LOAD 0 YES 0 NO _3 REMARKS I%P� 1411�- SAk 4qjftq 41le- alJt�l_ 3a-5- PLAN CHECK FEE BUILDING PLUMBING MECHANICAL This Permit covers work to be done on private property ONLY. GRADING/FILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days ENERGY CODE Permit Limit: 1 Year - Provided Work Is Started Within 180 Days "Applicant, on behalf of his or her spouse, heirs, assigns anck successors 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 from the issuance of this permit. Issuance of. this permit shall not be deemed to PLAN CHECK DEPOSIT modify,,walve or reduce any requirement of an, city ordinance nor limit In any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that I have read this application; that the Information given Is correct; and that I am the owner, or the duly ATTENTION authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz- AUTHORIZES ed thereby, no person will be employed In violation of the Labor ONLY THE I ode of the State of Washington relating to Workmen's Compensa- tion WORK NOTED Insurance.. INSPECTION DEPARTMENT S;1N�ATURE (OWNER R ATE SIGN ED 4) h'? CITY OF EDMONDS ( ATTENTION 771-3202 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. 102-78 VALUATION APPLICATION APPROVAL This application Is not a permit until signed by the Building Official or his Deputy; and fees are paid, and receipt is acknowledged In space provided. OFFICIAL'S SIGNATURE DATE RELEASED BY: DATE ORIGINAL — File YELLOW — Inspector PINK — Owner GOLD — Assessor MEMO TO: Building Division FROM: Engineering Division SUBJECT: L" After r . eview of the subject building permit application, we have the following comments: 1) Connection to City water system required. 2) Connection to City sanitary sewer system required. 3) Right-of-way permit required for any work..on City property. 4) Driveway slope not to exceed 14%. 5) Back water va,lve required if downstairs plumbing is below elevation of upstream manhole. 6) Water and sewer lines to be separated by 10 foot minimum. 7) Builder/owner responsible for containing all temporary runoff jand erosion on site and may not impact neighboring properties in any way. 8) Construction hours from 7:00 a.m. to 10:00 p.m. on weekdays and 10:00 a.m. to 6:00 p.m. on weekends and holidays. I /0 a S/I�c Al�'-' 6�ilbew S03 16Y Aew, F 70 72 VE 42 19 8 7 E