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18224 84TH PL W.PDF111111111111 7995 18224 84TH PL W PLANNING DATA SINGLE FAMILY RESIDENTIAL I=STREET Name: Date:5�2 t Site Address: Y2 Plan Check 6 (3 0?- Project Des iption. Reduced Site Plan Provided: (YES rN Zoning: -to Map Page: Corner Lot: (YES Flag Lot.' (YES A Critical Areas Determination OV El Study Required C El Waiver 1-to vvcu� 506m'(#e� lcr 17 r al q1? -z- C-e o vi V Vf SEPA Determination: e- C( (w 4, El Needed (for over 500 cubic yards of grading) 0 Fee 0 Checklist 0 APO List with notarized form Required tbacks Street: 5' Side: (0 k/ I Soe- 0 er 7 - Actual Setbacks Street: i� (2 Side: Side: Rear: (D El Detached Structures, 4o Vc\� ItRockeries: s ti # r lio c t�n kv-< Fences[Trellises: f-tNf(l #A� LAI a/\ /10 f Bay Windows/Projecting Modylatio C(k ho 1 9 1� R�-Stairs/Deck: /I a r Height Datum Point: C �m Datum Elevation: of,� Maximum Height Allowed: Actual Height: Other Parking Required: Parking Provided: Lot Area: z Maximum Lot Coverage: 35% Proposed:, -7 06 Lot Coverage Calculations:'�GV3,e-/-JCv-0'Y- 101�-k 1,,-1&1k'5 .ADU Created: (YES Subdivision: Legal Nonconforming Land Use Determination Issued: (YES CofnMeRtS Ife :�, 1\ — MCI 2 Plan Review By: 7( Plaming Data Form 04-11-06-doC GEOTECHNICAL ENGINEERING REPORT PROPOSED CRAWL SPACE CONVERSION HORN RESIDENCE 18224-84TH PLACE WEST EDMONDS, WASHINGTON G-3265 Prepared for Mark & Linda Horn 18224 -84hPlace West Edmonds, WA 98026 April 23, 2012 an STPh""'EET FILE GEO GROUP NORTHWEST, INC. 13240 N E 201h Street, Suite 10 Bellevue, Washington 98005 . Phone: (425) 649-8757 RECEIVEr). MAR 18 2013 D . EVELOPMENT SERVICES COUNTER 1A CH 5 In Group Northwest, Inc. April 23, 2012 Mark & Linda Horn 18224 -84th Place West Edmonds, WA 98026 Subject: Geotechnical Engineering Study Proposed Crawl Space Conversion Horn Residence 18224 -84' Place West Edmonds, WA Dear Mr. and Mrs. Horn: Geotechnical Engineers, Geologists & Environmental Scientists G-3263 GEO, Group Northwest, Inc., conducted a geotechni.cal engineering study as part of the proposed conversion of the crawl space to living space. The crawl conversion will require lowering the soil grade, constructing a reta ining wall to protect the existing southeast foundation wall that is common with the garage, lowering the stepped perimeter foundation walls and interior strip and column footings to accommodate the lower interior grade, and pouring a new slab -on -grade floor. The purpose of this report is to evaluate the soil conditions and provide geotechnical recommendations for the conversion. Our scope of work. included review of the area geologic map, a site reconnaissance, evaluation of the exposed soils in the crawl space, engineering analysis, and preparation of this report. 1.0 SITE CONDITIONS SiTE DEsCREMON The subject lot is located in a residential neighborhood at the northwest end of the cul-de-sac on 184"'Place West, as illustrated on the Vicinity Map, Plate 1. The lot is irregular in shape and about 0.4 acres in size, as illustrated on the Site Plan, Plate 2. The home is located in the middle portion of the lot was constructed. in 1968. It is a one-story wood framed structure with a partial basement located below the northwest end of the house, an attached garage and has an elevated wood deck on the northwest side of the house. The partial basement and main floor has a supported -wood flo or with crawl space below. The crawl space has a headroom of about 5 to 10 I 13240 N E 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8757 Fax 425/649-8758 April 23, 2012 G-3263 18224 - 84' Place West, Edmonds Page 2 Proposed Crawl Conversion - Geotechnical Study feet. The attached garage is located on the southeast side of the house and has a slab -on -grade floor. The house is supported on a spread footing foundation with perimeter strip footings, an interior strip footing and column footings. Topographically, the lot slopes down to the northwest and north. A steep slope is located in the northern portion of the lot, below the house. Slopes across the building and southern driveway average about 28 percent and the steep slope to the north averages about 54 percent. A 4 to 5 foot retaining wall, constructed of wood railroad ties, is located at the top of the slope near the northeast comer of the house. Located along the west property line is a rockery that wra s p around to the east and a sanitary sewer easement. GEOLOGY& ECA I According to the area geologic map , the site soils are mapped as Glacial Till (Qvt), described as a very compact mixture of sand, silt, clay and gravel deposited under glacial ice during the last glaciation period. Glacial Till is underlain by Advance Outwash (Qva), a unit described as a well sorted sand and gravel deposited by streams issuing from the advancing ice sheet during the last glaciation period. The Advance Outwash was over -ridden by the glacial ice and is typically dense. The Advance Outwash unit is mapped further down the slope. The gradient of the slope in the northeastern portion of the lot exceeds 40percent and is classified as a steep'slope critical area, as defined by Chapter 17.52 of the City of Edmonds Critical Areas Regulations. CRAWL SPACE DEsCREMON The crawl space is divided into two areas by a northeast-southWest oriented strip footing through the middle portion of the crawl, as illustrated on the Preliminary Section Sketch, Plate 3. The existing grade in the crawl is relatively level in the northwestern half and steps up about two feet Minard J. P., 1983, "Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington," Department of the Interior, United States Geological Survey, Miscellaneous Field Studies Map MF-1541, Scale 1:24,000. GEO Group Northwest, Inc. April 23, 2012 G-3.263 18224 - 84t' Place West, Edmonds Page 3 Proposed Crawl Conversion - Geotechnical Study at the middle strip footing. The grade in the southeastern half slopes up to the southeast and the perimeter house foundation steps up with the grade change. The south foundation wall is common with the attached garage. SOEL CONDITIONS Soils in the crawl space are exposed and the soils were examined, probed, and characterized. Glacial till, consisting of very de nse sandy silt to silty sand, was observed in the southeastern half and soils in the northwestern half consisted of dense sand with some gravel and silt and may be part of the Advance Outwash unit that underlies the Glacial till, or a sandy Glacial till material. 2.0 SEISNUCITY AND SLOPE STABILITY Based on the presence of glacially consolidated soils the site is seismically classified as Site Class C (very dense soil), in accordance with Table 1613.5.2 of the 2009 International Building Code (IBC). The potential for liquefaction and/or lateral spreading is very low based on the presence of dense glacially consolidated soils underlying the site. No known faults intersect the subject property and the risk of s*urface rupture, as a result of a large -magnitude seismic event, is interpreted to be low. No geotechnical seismic mitigation measures are recommended, with the exception of the addition of design criteria for seismically induced dynamic soil loads on the extended basement walls and the new retaining wall at the southeast end of the crawl space. No scarps, slumps, or water seepage was observed during our site reconnaissance. The potential beginning of a small soil tension crack was observed above the south end of the RR -tie retamiffig wall. The deck support posts are founded on the soils above the wall and have settled and moved laterally up to about 5 inches indicating movement of the slope. The movement appears to be gradual creep of the loose soils on the slope (to be addressed in more detail in a separate geotechnical report). The house has not been impacted by the slope movement. GEO Group Northwest, Inc. April 23, 2012 G-3263 18224 - 84' Place West, Edmonds Page 4 Proposed Crawl Conversion - Geotechnical Study 3.0 CONCLUSIONS AND RECOMAMNDATIONS Soils in the crawl space are dense and consist of Glacial till (Qvt) and Advance outwa'sh (Qva). Soils in the crawl will not be exposed to erosion during construction. The dense soils are suitable for near vertical temporary cuts and should allow excavation to be performed from within the crawl space to extend (lower) the perimeter foundation walls. Perimeter foundations and the middle interior strip footing can be temporarily supported to allow extending them to accommodate the interior crawl grade. Temporary supports should provide adequate support for the existing foundation to span between supports and the excavation should be carried out in sections of 10 to 12 feet to limit exposure. Specifications for vertical and lateral temporary support should be addressed by the structural engineer. Other geotechnical considerations include incorporating draiage behind the new retaining wall at the south end and on the exterior of the perimeter foundation walls. The following geotechnical criteria are provided for the design of the foundations and retaining walls. FoUNDATIONS Spread footings may be used for supporting columns and strip footings. Footings should be supported directly on dense soil. Our recommended design criteria for spread footing foundations are as follows: - Allowable bearing pressure, including all dead and live loads: Dense site soils and structural fill - Minimum depth to bottom of perimeter footing below adjacent final exteriorgrade: - Minimum depth to bottom of interior footings below top of floor slab: - Minimum width of wall footings: GEO Group NorthWest, Inc. = 3,000 psf = 18 inches = 8 inches = 16 inches -3263 April 23, 2012 G 18224 - 84" Place West, Edmonds Page 5 1711 Proposed Crawl Conversion - Geotechnical Study - Minimum lateral dimension of column footings:. = 24 inches Estimated ost-construction settlement: p 1/4 inch - Estimated post -construction differential settlement; across building width: 1/4 inch A one-third increase in the above allowable bearing pressure can be used when considering short- term transitory wind or seismic loads. Lateral loads can also be resisted by ffiction between the foundation and the supporting subgrade or by passive earth pressure acting on the buried portion of the foundation. For thelatter, the foundation must be poured "neat" against the existing undisturbed soil or backfilled with a compacted fill meeting the requirements of structural fill. Our recommended parameters for passive pressure and frictional resistance are as follows: - Passive Pressure (Lateral Resistance): 350 pcf equivalent fluid weight - Coefficient of Friction (Friction Factor): 0.35 BASEMENT WALLS & RETAINING WALLS Perimeter Foundation Walls The perimeter foundation (basement) walls are restrained horizontally on top, considered unyielding, and should be designed for a restrained lateral soil pressure. A positive connection should be created between the bottom of the existing perimeter foundation wall and the extended portion of the wall using reinforcing steel. Retaining Wall In Crawl The new retaining wall at the southeast end of the crawl if fr e*e to rotate at the top is a cantilever wall, and should be designed for an active lateral soil pressure. If it is restrained by a slab at the top it should be designed for an restrained lateral soil pressure. To maintain the soil support for the existing perimeter foundation wall during construction of the new wall, we recommend the base of the cut be horizontally set back from the existing foundation a minimum of 3 feet plus half the height of the cut, as illustrated on Plate 4. The wall should be backfilled with a relative free -draining granular material, such as sand or pit -run sand with gravel, and the backfill GEO Group Northwest, Inc. April 23, 2012 G-3263 18224 - 84" Place West, Edmonds Page 6 Proposed Crawl Conversion - Geotechnical Study compacted during placement with a jumping jack compactor in lifts not exceeding 10 inches. Design Criteria Restrained Soil Pressure Walls supported horizontally at the top are considered unyielding and should be designed a restrained condition using a design rectangular lateral soil pressure with an equivalent fluid pressure of 17.5H, as illustrated on Plate 5. Active Soil Pressure Cantilever retaining walls designed to yield an amount equal to 0.002 times the wall height, should be designed to resist a triangular lateral earth pressure imposed by an equivalent fluid with a unit weight of 35 pcf for level backfill above the wall, as illustrated on Plate 5. Seismic Earth Pressure In addition to the above lateral soil pressure, add a rectangular pressure of 6H psf to the lateral soil pressure to account for seismically induced dynamic soil loads. Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to re sist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight for both undisturbed soils and engineered structural backfill. The base friction that can be generated between concrete and undisturbed bearing soils or engineered structural backfill may be based on an assumed 0.35 friction coefficient. The above design pressures do not include surcharge pressures, however none are anticipated. Basement walls and retaining walls should be drained to prevent the buildup of hydrostatic pressure behind the wall, as discussed in the Drainage section.of this report. GEO Group Northwest, Inc. Li April 23, 2012 G-3263- F - 18224 - 84h Place West, Edmonds Page 7 Proposed Crawl Conversion - Geotechnical Study SLAB -ON -GRADE FLOOR Dense soil is anticipated below the new floor slab in the crawl space. The slab -on -grade floor should be placed on a capillary break to prevent wicking of moisture through the slab. The capillary break may consist of a four (4) inch thick free -draining layer of clean crushed rock (no minus), such as a screened 5/8-inch crushed chip rock (no minus fraction) or a granular material containing no more than five (5) percent fines passing the No. 4 (1/4-inch) sieve. To reduce water vapor transmission through the slab we recommend installing a minimum 10- mil plastic vapor barrier between the capillary break and slab. Fortifiber Corporation manufactures a 10-mil product, Moistop', that is reinforced and difficult to puncture. Sand may be placed over the vapor barrier for protection during construction (optional). DRAINAGE Subsurface drainage should be installed on the exte'rior of the perimeter foundation walls and -installed behind the retaining wall to prevent moisture intrusion and prevent a buildup of hydrostatic pressure. We recommend installing a geocomposite sheet drain designed to accommodate a molded drain (footing drain) for ease of installation (such as Total -Drain' by Amerdrain) on the exterior of the perimeter walls. The drain -mat can be installed against the soil behind the wall and the new wall poured against it. A similar product may be -used behind the retaining wall, or a footing drain can be installed and the wall backfilled with a free -draining material. The footing drain should be bedded in clean drain rock and consist of a four (4) inch minimum diameter, perforated, rigid drain pipe laid at the base of the footing. We recommend wrapping the drain rock with geotextile filter fabric, such as Mirafi 140N, or equivalent. We recommend verifying that roof, yard, or other drains are not connected to the existing footing drain system, if one exists. Drains should be tight -lined and discharged to the City's storm drain or at the base of the slope. GEO Group Northwest, Inc. April 23, 2012 G-3263 18224 - 84' Place West, Edffi onds Page 8 Proposed Crawl Conversion - Geotechnical Study, F-' 4.0 LEY9TATIONS This report has been prepared for specific application to this project Our recommendations are based upon the site conditions observed, engineering analysis, and our experience and engineering judgement. Our conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event that soil conditions vary from those described herein, or construction plans change, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated. Please contact us if you have any questions.. A W ash Sincerely, GEO GROUP NORTHWEST, INC. Wade J. Lassey !:J e cai C. CHd Engineering Geologist � 141 WAS 0 F—Wade J. Lw, sey 0 ir William Chang, P.E. J 20114 Principal /ST -IONAL cc: Mr. Doug Hannam, Architect Attachments: Plate I - Vicinity Map Plate 2. - Site Plan P late 3 - Preliminary Section Sketch Plate 4 - Retaining Wall Setback Diagram Plate 5 - Retaining Wall Lateral Pressure Diagrams GEO Group Northwest, Inc. Adapted from "The Thomas Guide," 2007. 0 1000, 2000' Approximate Scale: I inch =1000 feet BROWNS ;ff fyi XTV T: - - - - - - - - - - Al V, -7 NN roup Northwest, Inc. VICINITY MAP Geotechnical Engineers, Geologists, & HORN RESIDENCE Environmental Scientists 18224 - 84TH PLACE WEST EDMONDS,VASHINGTON SCALE As Shown—, I DATE 4/18/12 IMADE WJL CHKD WC 11 JOB No. G-3265 I PLATE P U F1 LJ L I LI H 100, OP . 11 " / .1 I — — 11 / 0' OF 10 OF, .0 0 Ar ,,- ' , 10 .1 / ,, ' .0 #0 '.11 1 / / 34 -.0 �10-e .000, lop 10, jr 01, '011<� 4F '00, J B-2 /'00/0 or -4 or )d Nx" B dW� 060001� o-I oo Ile 0 A '.jR % % OF 'oo dO' jF Ns' '0/ 0 . .1 01 MR CMC r VU am 0 L!--- 01C 8 90 1 4 X 6 \ \ -11 )1 N." %I\ I -j doop I N doop 4 4 % 0 3111 \% \% if N NI %b \ % % \ N LEGEND Boring Number & Gro�up Northwest, In 0 20' 40 1 T Geotechnical Engineers. Geologists, & B_1 Approximate Location Approx. Scale: I inch 20 ft Environmental Scientists This Site Plan adapted from a topographic site plan provided by Port Gardner Architects, undated, RIWAM , - I - 4w ;�; I L�4�� I Ld 0 0 Ld Ir z w 0 T LI Ln ALE ASbnO��j DATE-4/18/11 MADE WJL I CHKD_AC I JOBNO. G-3265 I PLATE 2 -,j 1" SW RW 0 IE ZAI�M aw- Fomm L I j7r�4 a mm posr Dzu FOM mp of m su WW 4' AT SUE WU -- �,L 3�r CRU AT SEE mW WEQW WALL MW Dw an w Nov 4r cm Do cm I= P" CV& ;�� . =q SPAM KV FWrG mo Fm I/ m I Z. "/ am Foomm W/ PEW cm cw mu DEW FWw AND SU KL PRELIMINARY SECTION SKETCH HORN RESIDENCE Plate 3 k CONCRETE RETAINING WALL SETBACK DIAGRAM Existing SE Foundation Wall Granular Structural Backfill 95% Compaction Proposed New Sheet Drain & Retaining Wall Footing Drain 3 feet F Kk4 V ZZ /11/ 1A111111. �IM/MM, I Near VeAcal Cut All 4 Wall Y: f Height Projected Line (H) CD 2V DENSE GLACIAL TILL SOIL 1H 04 Capillary Break it Setback Base Of Cut 30 1 NOT TO SCALE NOTES: Cantilever Retaining Wall Design Criteria: Active triangular lateral soil pressure of 35H pcf equivalent fluid pressure, plus a rectangular pressure of 6H psf to account for seismically induced dynamic soil loads. Passive Pressure = 350 pcf, Coefficient of Friction = 0.35 Restrained Condition If top of retaini�ng wall will be restrained by the upper slab, design wall for a rectangular soil pressure of 20H psf + 6H psf for seismic. RETAINING WALL SETBACK DIAGRAM �Group Northwest, Inc. Geotechnical Engineers. Geologists, & HORN RESIDENCE Environmental Scientists 18224 - 84TH PLACE WEST EDMONDS, WASHINGTON SCALE NONE DATE 04/L7/2012 I MADE WL I CHKD WC I JOBNO. G-3265_1 PLATE-4:_] CONCRETE RETAINING WALL LATERAL SOIL PRESSURE DIAGRAMS TION SEISMIC RESSURE ting SE idation Wall MITION SEISMIC 1PRESSURE NOT TO SCALE NOTES: Cantilever Retaining Wall Design Criteria: Active triangular lateral soil pressure of 35H pcf equivalent fluid pressure, plus a rectangular pressure of 6H psf to account for seismically induced dynamic soil loads. Passive Pressure = 350 pcf, Coefficient of Friction = 0.35 Restrained Condition If top of retaining wall will be restrained by the I upper slab, tied to existing wall footing, design wall for a rectangular soil pressure of 17.5H psf + 6H psf for seismic. RETAINING WALL LATERAL PRESSURE 1-11 Group Nordiwest, Inc. DIAGRAMS - Geotechnical Engineers, Geologists, & HORNRESIDENCE Environmental Scientists 18224 - 84TH PLACE WEST EDMONDS, WASBINGTON SCALE NONE DATE 04/L7/2012 I MADE WL I CHKD I&C I JOB NO. G-3265 -1 PLATE 5 A. City of Edmonds RIGHT-0-F-WAY CONSTRUCTION ERMIT Permit Number. &—!: STR F1 Issue Date: . 4�g — A. Address or Vicinity of Construction: 18224 84 Place West 9 0 1 9 '� Q� B. Type of Work (be specific): Install 2" PE IP Main in 184 Street from 14' §oyth, outhsiefferlIp e1st5tSl44�.WgRktan 01 1 E a n no84%aSe e rom len ne,pof 184 Sareet Southwe8t.tTo act:Serye d3g6 18324, 18308, 18230 18924 C. Contractor: -Washington Natural as company on ra wan MailingAddress: 815 Mercer Street Phone: 224-2278 State License #: Liability Insurance: Bond:$ D. Building Permit # (if applicabl Side Sewer Permit # (if applicable): 18223, 18229, 183.03, 18327, 18331 18339. Per Attached Drawing: 9407609 E. El Commercial Subdivision El City Project- Utility (PUD, GTE, WNG, CABLE, WATER) Multi -Family Single Family E] Other INSPECTOR: INSPECTOR: F. Pavement or Concrete Cut: [N Yes []No (6) G. Size of Cut: x H. Chargq�,$ APPLICANT TO READ SIGN j C INDEMNITY. Applicant understands and by his signature to this application, agrees t - Fld the, City of Edmonds hd-rmle.,rs fronf i7u-ries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including osts, and attorney fees by�reason ofgranting this permit. 0 THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIAL YEAltwom(OP4ING THE FINAL 4 D OF ONE Io INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMA TED RESTORA TION`^FEP� ^LL,,IIE HELD UNTIL ThE')4hAZ14EET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Construction drawing of proposed work required with permit application. A 24 hour notice is required for inspection; Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. Ihave readthe above statements�and understand thepermit requirements and thepinkcopyof thepermit willbe inspecti� available on site at all tim-e-s-, ppurpQses. Signature: Date:-August4, 1994 (Contractor or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVEDBY: RIGHT OF WAY DEPOSIT TIME AUTHORIZED: VOID AFTER ' UKR± DAYS DISRUPTION FEE/FUN D Ill: SPECIAL CONDITIONS: 41 A— RESTORATIONFEE: P I ERMIT FEE: 3f) TOTAL FEE: COMMENTS: RECEIPT FEE: DATE: ISSUED BY - NO WORK SHALL BEGIN PRIOR TO PERMIT 14UANCE' Engrg. Mv. 1991 �k 'i FIELD INSPECTION NOTES (Fund 111 - Route copy to Street Dept.) Comments: Diagram,: CONTRACTOR CALLED FOR INSPECTION El YES El NO Partial Work Inspection by P.W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: F9 U�- IX N 00 u 411 CD Pj) .1 EA/� I I I'W w ul P, a�-, 014'. 0 PL w 85 A!� x 0 E.)(, 1 1/4 P E. I P 2 Z' F ,5WF-F--LE-4 BLAIT F73SE- -Z S' E Or- (p_ t 14's — T-- D i 0 ,u I I Cn PROP 2,1 PF- IP "tNl FIrF 14' S OF q-- c,, 4 ZY,?- PF- -T-F-E- Z " P E-- C A P W., " Zr A 4 13" W or q-- � 14-'S o p (i--' Pr,-oposto Y4- PE IP M [\IN E't,-- I- 16'\N oF �P— 9 PFLOR 11/4-" PF- IF 1� NP,IN E-)(,-F F(ELO L-DC,-.-- t7 9 1 B 33co j 153 jp 41, n T) n L C 1-7ij- 84- PL No no W-01 301 V11 I r 1, 1 1' F c, ANIE W. INEED.- z --Gmmmmm- 7- � 13XI ----'-7 z cp NOTES: EDMONDS 1.) FIELD LOCATE ALL UTILITIES CALL 1-800-424-5555 48 HOURS BEFORE DIGGING 2.) INSTALL LOCATING WIRE OVER ALL PE DIRECT BURIAL PIPE 3.) INSTALL A ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE 4.) SURVEY IS NOT REQUIRED 5.) MAINTAIN A MINIMUM OF S' HORIZONTAL AND A 3' VERTICAL CLEARANCE FROM ALL CITY UTILITIES AND APPURTENANCES 6.) CUTS IN PAVING ARE SHOWN AS 7.) (5 CUTS ANTICIPATED a.) COMPLETE EXPOSED PIPE CONDITION REPORT WNG FORM 1563.13 (D-1) 12. 1.,/4'. PF- CAP 1- 5 5, 11 1 Z" x 11/4-l' PE 1ZE0LrF-Z 72--406 lo SO& *t- 14- (5RUC=F-- DE7EC-r WIR-17 bs -9� 5001 1114-" SDR--ll PE RIFF 70 1-10 I R- SUE D IV. 1 4 Z Z's PE- C A P- !'5- 2'. (p 5' 7" S' -3 S' 3 2. 14 GAUC3F - DETECT WIFE- 95-- G%4-0 2:*. SDFt- I I PIEL P I PF FULL N\N IS-Z—r-+ OP t", A.P. 1=7AT. AFIFA: 7 I-T 7; F I . ..... tit) .. .. ..... .. PROP Z SDR-- H PE IP MAIN] EXT -TO*. IB Z?- 4- B+ PL. W. 0 Mom !OG /ZES q4 w 6043-3 -711 3407012) NOTICE: OT The -information . shown on the attached of map(s) was compiled for use by the City Edmonds its Employees and Consultants. The City of *Edm.onds does not * wa rra nt t, accuracy of anything set for.th on t * hese Map(�_). Any person or entity -requesting a copy should conduct an independent 0 -ation shown on inquiry regarding the inf rm tF�e'map(s), including, but not limited to, th'e lociation of any sewer stub shown. Such -not exist and may sewer stubs may or may or may not exist at the location shown. o nor its Neither the City of Edm 'nds ernpl-o-yee-s o-r office-rs sh.all be 1.-*,Ia.b.-'I..e for -41-he n on this map(s), nor for information give* tation provided based any one represen upon said map(s). A00LICATION CiTy. OF EDMONDS fi-6',ci.t*-0f-NEdMi6rids R for -irSEDE-cSEWER PERMIT MIT ka;�Dlv- ........... EASEMENT No . .................... T ...... ....... PERMI 2m �; ;,/� - -/, No� ................. CONTRACT vt A LEGAL Di��akft�j�LOT No. .................................. BLOCK No . ............... .......... S ... P.I�o .4 ---- ------- . .. ..... -�tA.bDR S - - ----- AM-LLZ ........... N� E OF ADDITION ....... ..... . ....... ................................... .............. ..... .. tbav to t --on file �A��ff ------- — ----- s— Y, D ""o T!"'Y' 4' c, Oat y -cjp,!r --ot c4me.� m art vnza 1, S'11Z az :IrG��erty ;!!�,c -1t,'! 1 -�burxr ihal,, tl� Urf: wory. of pam. c- di�,, aay 0*i.,tr Won, !z p-, ..-�;ded dti zu-� �C�N, to "nser, 04p x7ve jnt� 4-he wye. �-;Approv6d: W&TE ... /2-7--d 03Y -4 CITY OF EDMONDS .,CENTER W-'1TERSEWM DEPA RTT4ENT Can 'Pr—Pect C�1107 when woz* is ready for inspection. (No .Spec_ tiors Saturday, SaOd1%Y or holidays.) SEWE, PERMIT N0_ 3194 ADDRESS h I - - ------------------------------ --- �:� ------ P-la-ce .... Wes-t OW`NE A .............. PrIal;k9hie --- - ----_------------ ------------------ -------------- "Cjc ......... CONTRACTOR .... North End Se t Perrnission is gran . ......... . ........... .. �Up ted D c., 5 ��J�Rk "Ith MY Sewer ... .......................... 19 ... U, for ...................... s ;n accordancee with application On file and ------------- daYS to REPAIR or CONNECT a side sewer ATTENTION IS CALL-ED TO THE FOLLOWING: governill.- Ordinances. NOTE NO- I —The owners of the Property May obtain a Permit to construct sewer inside Property line A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any Portion Of sewer before i . t has been inspected. NOTE No- 2—Obtain full information regarding Ordinance 11-16.030 and Regulations governing side sewers 140TE No. 3—Top Of side sewer must have at least 30 inches coverage at propert -hen YOU get Permit, NO bends in grade sharper than % will be Permitted. Y line and 12 inches inside property line; minimum grade of 2%. NOTE No. 4—Trenches in street must be water settled and surface of street restored to 011"inal condition. Contractors shall be responsible for failure due to improper work w1lich may develop within one Year of compjetjo�' NOTE No. 5�_lt is unlawful to a3ter or do any other work than is provided for in the Permit, or to do any work On the main sewer or its appur- tenances except to insert the pipe into the wye. APPLICATION for The City of Edmonds SIDE SEWER PERMIT NEW CONSTRUCTION REPAIRS 0 EASEMENT No . ................................ ----------------- CONTRACTOR ....................... PERMIT No OWNER *g --.4 . ........... ADDRESS ../. �� -z�l .... .... zel ...... 4�� ------- . ... .......... ..... LEGAL DESCRIPTION: LOT No . ......... .............................. BLOCK No . ............................................ NAME OF ADDITION ......... 7e ' ... . ....... 2�.,17 ---; .............................................................................. .... .... . ..... ...... .. ............ Approved: DATE............................. .................. By ..................................... .......... IEGAL DESCRIPTION SEC11ON 18, TOWNSHIP 27, RANGE 04, NW TER MAR PLAT EILK 000 D-00 - LOT 5 RECORDS OF SNOHOMISH COUNTY WASHINGTON APN : 00596000 000 500 N, 10, 10, "oo, o� / r 1000, loo, 320,, loe ol 16 loe *,0' , '000, "1 o-1 loo, loo., .4e ol > do C; 278 lo, .001� loo /V 10< 300 ol 3/0 ool loo, S loo, 000l 1-1 le looll 011 /< 00, low 0 0 rer PAVERS ROCKEW 0 340 N, cA 0 HOT TUB PERMIT CONTACT DOUG HANNAM 425 388 5588 PORT GARDNER ARCHITECTS 1512 WETMORE AVENUE EVERETT, WASHINGTON 98201 SITE ADDRESS 18224 84TH PLACE W EDMONDS, WASHINGTON 98026 ol LQUW f3L ENTRY PORCH r r DECK CONC 0 0 WALK As' / / ( `11� / 1-1 / / / /X CONC LANDING 44� 'ROCKERY 41 SS XISTING 119 RESIDENCE RAG CONC L — — — — — - DRIVE 0 -'j YD % \ 20 8*0 '0 00 PZ= ............. 47 y 1-1 LEI IN 00 GAS --LEC 0. .000, N, / 350 0. wu� � -J, � I V \ \ $ 11 fl" - I ROCKERY Lk i OCKERY ROCKR -6 A loo So -A oo— IS, N% 310 FYIqT'(\, SITE P. 111=10, IM11,114,11 No IN, 330 1 1 340 < TEL 0 ELEC 0 WA / tz C�4 NITITJ 10 11 Hko MARK AND LINDA HORN 425 774 7152 18224 84TH PLACE W. EDMONDS, WASHINGTON 98026-5334 GENERAL NOTES CODE 2009 IBC / SRC ZONE R- CONST. TYPE V B OCC. TYPE R-3 LOT AREA .4 ACRE SCOPE OF WORK CONVERSION OF EXISTING CRAWL SPACE INTO HABITABLE LIVING SPACE. REPLACE EXISTING WINDOW UNITS TO CURRENT WSEC STD. REPLACE EXIST'G ROOFING AND SIDING. REMODEL INTERIOR C N WOA L IC 84TH PLACE WEST TURNAROUND <1 g in this permit approvrJ proce-S ShO b,' reted as al1mving or rzrinitting the mlintenance of any currenvib, exiding illogA Robconfonning Wimppmutted building, sMXA1.1v,1 or Isite condi6on which. is outside ft scope offt Eolut application, regardless of vdt%heysuch 1pu.1A.. ng, shWLse or (:�,-idifim is shown On the Mte plan or drawmg. btfildin", condition m.y be &,f,, Zone- Corner �jetbacks Lelm �red Front 5 Sides,/C- =(61-0— ILI Rear Other 0,0 7-013 0 ?-6S D 0 (A CEO, jE r. C: 1; cqa 0 u z ir tlf\� cc co LN Lr) 0 co CC) C'Q C\J cc FORM I W--'- N-APA LA-1 LA-j F— L-i ENGINEERING DIVISION TP-P�OVfD AS NOTED lk CA IM D ate: qA no YUW UwvfQALI ICk)S SVY--f�,� Of C-4 '00EPJ0O.NTP-,A0Trj,,-1 IS RNESNI FOR C) EROSIM 00i'l-fROL Ail'D DIIIAIHIAGE U.J LO ALL [.Xp0r1F-D SUF C-) 00 jF,�C7 Tf) 0� C-4 EE COVERED- WITHIN 2 RECEIVED MAR 18 2013 DEVELOPMENT SERVICES COUNTER OF E 0 0 0 I- 0 115 Cu CL Cu ral W1