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1117 DALEY PL.PDF11111111111111 10710 1117 DALEY PL TAX ACCOUNT/PARCEL NUMBER: Doaq iqoo 000 rjno BUILDING PERMIT (NEW STRUCTURE): Z004 cro [ La COVENANTS (RECORDED) FOR: 2-QC24c7EtdQ5osC14Q1A PiI.dAVAlaS ) CRITICAL AREAS: S 3 DETERMINATION: ❑ Conditional Waiver Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: Sb l p "umo) DRAINAGE PLAN DATED: 1. Z O ' O4 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): I cA N,+19RI�it?1Rdli) 1,00%g1O10(wg) PLANNING DATA CHECKLIST DATED: / 7 SCALED PLOT PLAN DATED: (D'ZI ' c . I O ' I ' o4 SEWER LID FEE $: SHORT PLAT SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) LID #: LOT: BLOCK: GEOTECH REPORT DATED: _� '0 STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: LATEMP\DSTs\Forms\.Street File Checklist.doc Robert M.. Pride, Inc. September 22, 2004 Mr. and Mrs. David Cooper 15007 61s' Place NE Kenmore, WA 98o28 Re: Report on Subdrain Installation Proposed Cooper Residence iiig Daley Place Edmonds, Washington Project No. og-186-oi Dear Mr. and Mrs. Cooper, Consulting Engineer This report summarizes the construction activities related to the installation of groundwater subdrains on your property and their connection to an existing stream flo;v system on the Clark property. During initial site excavation for the lower garage pad and foundation area groundwater was encountered within the outwash deposits. This shallow groundwater was intercepted by a series of perforated pipes embedded in gravel around the.perimeter of the garage, and then this water was temporarily discharged to the street storm drain. During construction the HOA for this development indicated to you that this shallow groundwater should be collected and diverted into the stream channel system that flow: from the Clark property down through the development toward Olympic Drive to the west. The City of Edmonds concurred although the permit for construction of your residence did not require this groundwater diversion into the HOA system. After much discussion with all parties, you agreed to make the connection from your subdrain trench system into Clarke's .existing drainpipe that leads to the stream channel on the north side of the development. During exploratory excavation on the Clark property the four inch drain pipe was exposed, and a trench was excavated from the westerly corner of your garage to enable the tightline connection to be accomplished. This connection was made on September 21s' under the supervision of Gary Flowers, REG and with the concurrence of Ms. Clark and the HOA. Refer to the Site Plan that shows the approximate localion of the drain line connection with the Clark drain pipe. Because the elevation of the Clark drainpipe is close to the proposed garage slab elevation (236 feet), groundwater will backup within one foot of the underside of the slab. Addition moisture protection will be required to minimize vapor transmission 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 September 22, 2004 Mr. and Mrs. �a Page 2 through the concrete garage slab. It is recommended that the final subgrade layer under the slab consist of coarse sand or pea gravel that is overlain by a >lo mil Visq4een membrane (or two sheets of 6 mil Visqueen). This membrane should Extend over the top of the perimeter garage footing, and the Visqueen should be lapped and sealed for moisture integrity. It should be understood that this groundwater interception system and discharge of water into the HOA stream channel represents a community enhancement. Maintenance and repairs of the.subdrain system on your property will be your responsibility, but there can be no guarantee that groundwater flows VIAll continue at the current rate. Please call me if there are any questions concerning this summary report. Respectfully, 71 Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) Addressee rmp: CooperDrainio 5 r S 1 EXPIAGS 13203 Holmes Point Drive NE Kirkland, WA 98034 .- Phone: 425-814-3970 Fax: 425-814-5672 _ N6B'St'20.7 i }I r , --- -_-�r 10'OSBI r __--- __ 6' BRIVACY . fENOE I +-260� I ( so /A / u ';.. t' '• '\' �. ` '\ � \ it /! � , 111 j5 I `�Y /1117`DALEY PLACE," LEVU 1-236.0 �` `\ , I �`♦ /I LEVEL-2-243.33 \ `\. /` •' -2 0 / I $ LEVEL 3-2520 LEVEL 4-254.0 ` LEVEL 5-2620236 LEVEL 6-266.0 KEYSTONE OR ROOKERY , I Hm \�` Ad TOP-2.A.0 : ' "+ . (. • % - �' ` ` 1A KEYSTONE OR ,ROOIQRr TOE-26Z5 . • TOE- 23..5 ' .�'..' �\ ` . 2' TO XIMAGE ri e• , ' `` .\ TOP-237.0. O'1 •o`1 T` ET-23a6o` 231.0 KEYSTONE OR ROOKERY1141 EX POWER I A, A /TELE • 5y - i.1- 3pk5 sue. \� \i6 L A. - - N A• s�1E �' . . O -'DRIVEWAY aAI OX NL i ` + • 'O• E' , , 12 .0 �V o 4 h0 I ekv Oct EX BLOW;OFT M ` `, • `, R a EX HOUST. /Y O E j—__E otj X SSCOaJ' R RIM - 231.49 I `/ U 777 IY EL - 231.E � I 4,4 COOPER RESIDENCE \\ Ex. E APPROX. ROOF DRAIN, APPROX O110N +. l i CITY OF EDMONDS 9-1 owl CITY C it A N89'34'281W i 6&95' i 10' BSBL it %r--�----r----%----�---n ' JJ k � ; $ / Al Il 'q / ; S aevAcv \ it 1�-2sa1'', o" 1 ✓ ; if -2 m�`` `01117 OALEY PLACE-,",,\ , I LEVEL 1-236.0 \ I .. -2 O LEVEL 2-243.33 LEVEL 3-MOO LEVEL a.zss.o 'sL , LEVEL 5-252.0 ' LEVEL 6-2W.o `\ ` • • `•,\' ' KEYSTONE OR ROOKERY �° I KEYSTONE OR ROOKER 2 TOY NKi1\, .• . lOP�/ "/�/ •!+ "\\, .\!.�^ +,, `, 2T TOE-2266'52` .5 2A0 KEYSTONE OR ROCQI TOE-2' O 3' N4L". TOP-257.0. FF--23BA0 lOE-2Sk0 j as ROCKERY ` QQ rMSHIGH KEYSTONE ,� :`�'• i TOE- EX POKER .� ' ; - •1.} \ "� ' s y , ` \ � d d s + r. ORtWWAY e+++' 250.0 A� �" Zone Corner Flats►_____ `y SO Setbacks Required Ac ual 1 ' N - _ JN. i i 2 /// Front E%. eLOW;OFF Sides �.0— I 10 I • \ A i t Rear L t® e l� f `•�� � a %�� ,C ./ Other 1 Heick - -- FL- ��- \\ E%. 6-Pv0 ROOF DRAIN, COOPER RESIDENCE APPROX. LOCAOON WN CITY OF EDMONDS RECSIVSD = 2 0' OCT - j 2004 / \ CITPERMIT COUNTER 9-?y_oE-1 Cif ) f Edmonds --Wafer: Depa,, ent TAP CARD ' . No. Meter 0 ' Reading Size Mfgrs. No. <�27�--1 ?51.("0 Style 5�5 Purchaser: Serv. Add. ILL i Billing Address: Name ?DpK6eP CO c� r- Street I S' (01 �'I j City n r n oy-C . (A)v—. Date: Receipt:,�J2� Meter Size: Meter $�,'� Connection $ Street Cut $ 0 Permit # Meter Location J 16/ 2; vo I Service Material: 'J Pressure lbs. GPM Date of Work `1- ► Yv`/ By: T 3 Proj. No: Remarks: IRkc;r&acr IA-14 Spa 7112, d 4 i 1 i I 1 l LOCATE REQUEST NUMBER, DATE CALLED: FOREMAN/CREW FUTURE SERVICE: S NO COMMENTS BORE: CUT: DRAWING i LOCK- DATE: i INITIAL: 0 C, ACCOUNT: 2- / 55 O Q METER SHOP ROUTE/SEQUENCE 20 3 - 14-.S L 'U SUPPLIER:LD j TREATMENT PLANT FOREMAN E B L T (l .UTILITY BILLING SIZE ✓ LOCK ❑ Z i RESIDENTIAL UNLOCKED APARTMENT UNITS OFFICE UNITS COMMERCIAL UNITS. . SPRINKLER OTHER 0 �® ELM sr !eoG ; 'L % VIgNITV MAP SCALE. 1-=2.OW BUILDING ROOF OUTLINE = 3050 SQ. FT. PORCH = 70 SQ. FT. STAIRS = 172 SO, FT. DRIVEWAY = 7W SO. FT. HEIGHT CALCULATIONS POINT ORIGINAL ELEV. CURRENT ELEV. A = 280 258.0' B = 30T 283.6 C = 236' 236.V D = 243' 240.3'250.4' (245.350 AVERAGE 265.2T 25821' ACTUAL 281.83' 281.83' MAXIMUM 2902S 283.21' LOT titmE. 26M SIX FT. (22 %) LDT AREA: 12.351 Sa FT. TAX ACCOUNT PARCEL NUMBM TA #00T749-000-00r00 LOT SLOPE: AVERAGE SLOPE- 333 EMERY CODE: NATURAL GAS HEAT HEATED FLOOR AREA = 48W SO. FT. - WINDOWS. GLASS DOORS = 734 SO. FT. GLAZING AS A% OF FLOOR AREA = 1529 % FLOOR AREAS MAIN FLOOR = 2200 SQ. FT. . UPPER FLOOR = 26M SO. FT. TOTAL - = 48W SQ. FT. BASEMENT FLOOR = 560 SO. FT. STORAGE ' = 300 SQ. FT. GARAGE = 730 SQ. FT. DECK = 250 SO. FT. PORCH = 78 SO. FT. ARCHITECT PLANS PAGE SEX: PAGE 1 - BASEMENT FLOOR PLAN PAGE 2 MAIN FLOOR FRAMING PLAN PAGE 3 MAIN FLOOR PLAN PAGE 4 UPPER FLOOR FRAMING PLAN PAGE 5 UPPER FLOOR PLAN PAGE 6 ROOF PLAN PAGE 7 WEST 6 EAST ELEVATIONS PAGE 8 NORTH 7 SOUTH ELEVATIONS PAGE 9 BIJ)G. CROSS SECTION PAGE 10 WALL SECTION DETAILS & STAIR DETAIL OrMIIErt MWE AND PEGGY MANCHETT 8516 231ST S7REET SE EDMONDS, MIA. 9802E PH- (425) 670-2167 APPLICANT DAVID AND 8OKHEE COOPER 15007 61ST PLACE NE KENMORE. WA. 98028 PH.: (425) 482-0633 ENGINEEIR SITE QNB LOVELL-SAUERLANO & ASSOCIATES, INC. 19400 33RD AVENUE W.. SU17E 200 LYNNWOOD. MIA. 911M CONTACT. ROBERT LONG P.E. PH- (425)775-1581 FAX (425)672-7998 GEOTECHNICAL: ROBERT 1L PRIDE. INC. 13203 HOLMES POINT DRIVE HE KIRK AND. WA. 98034 PH: (425)814-3970 SNri EY DATA SURVEY OFORMA71ON PROVIDED BY: DAVID B. NEST .R. k ASSOCIATES 18608- 117TH AVENUE SE SIOHOMISH. WA 98298 PH: (380)888-9919 LEGAL DESCFW710N LOT 5, PLAT OF HARBOR HILLS. CITY OF EDMONDS, SLOHOMISl COUNTY. WAS INGT(K SIZE "ADDRESS 1117 DALEY PLACE EDMONDS WA TA 0007749-OW-005-00 MICROFILM APPROVED FOR CONSTRUCTION CITY OF EDMONDS DAIS 8Y: QTY ENGINEER PLOT PLAN PLANNING DATA NAME: �+�_, rl �r��<lA�� DATE:-3 -ID41 o SITE ADDRESS: f I I I PLAN CHK#:D' L4-O';? PROJECT DESCRIPTION: ,.,3 REDUCED SITE PLAN PROVIDED e l No)-� MAP PAGE: CORNER LOT: Ye No FLAG LOT: Ye�No ZONING: CRITICAL AREAS DETERMINATION #: ❑ Waivers v �'� %8 �%1.�C.1�-•� ► �" i bti�,►� ❑ Conditional Waiver���, ZSEP DETERMINATION:, Fee cor4r Checklist ❑' L-L, APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 100 ft. of Puget Sound or Lake Ballinger) ❑ Exempt SETBACKS: VRequired Setbacks: Pr.�+ Street:Z15"Left Side: i n ' Right Side: 16 Rear: O ` 0 Actual Setbacks: 3 �v C Street: ra . i Left Side: �O Right Side: v + ear: aZN(o Aloe Goa Street map checked for additional setback required? Yes / N / DN stir ❑ DETACHED RUCTURES: 1--e If t2� s .vn YoC,kL+�✓J'b s • C c 1 r3J5 �:. �� v- ,o o. r CAr 1-M E OCKERIE C keys+d►i f1i n .1� �ufYvu Jr Sr1Y; ❑ ENCES/TR SES: - ►� � � �Q �,ro�S o JeG� South AY WINDO S / PROJECTING MODULATION: aJ� (� O ST ' RS ECKS:I'S �l r . - $ / ` J CD Sir r®m ex k . cgr� u- — +c, +►1e 5 ©v + ► n . . PARKING: Required: Actual: A' >k4 fie, e- d ec v-- wig-}. C)l� V-00S i_-- lnc vc� cc va c LOT AREA: -HVL+ Pva ec,* l + k Gk. Ovl- $0" Oe (@,15 tA . titi LOT COVE aceo Calculations: t BUILDING HEI�kA:c:tual `er vr� �� ► `� i o�.QL !� ti Datum Point:E�( SS/- f) 04 W - levation: cxc� AdMaximum �No/ Height: r 2g �. 57 A.D.U. CREATED �31D I k - SUBDIVISION: - ��' 1, ays 4 , Q 7_ LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: Yes / o A\W OTHER: 4- 96 r-2i,, u..-)irlriPk, -d-- —+A IXA k%-ii,_9✓ti "V" <:4-0_ -71� n a 11.E r I'n 4- lac irS lu Cava-1 i oe (3F_ m :-1 r. @G� -� 1- �'►-� r5 j fro':, Pr -A, l.0'. �rorv\ 7 Plan Review By �7c t'. c �� �j ar�� �+ �� C�k- � 10 r"or.1 I •r- t� T✓!�t► a✓ `nlze' vor"4a sr-t-I-tE y . O� �C C' r a `� 2 �� �j' �„ ►`chi- �l vn '°� h4 `New'iPPfa-n*mn taForm.D �� e-I aVAA O n ►S � G.1(L°•ei p�-1- �..� � 50 � � t Gva�jS @� ox,i Per are ('X �GJ. a- -0-c' ( 1+f�2 O� oi�(D V_ne • G- Ho..,S% I iI�J�T ►JQ�'o`� 'ib o � � c pe%, C.9 IeR;e � Cojc,s +o uOA�.►�. �. Ica . ` ,, d �a�aa-ii' ov�s �ha•� -�-1, of h ir p��l Critical Areas Checklist CA File No: ©3,55 Site Information (soils/topography/ hydrology/ vegetation) 1. Site Address/ Location: [ `.eC r r T Ito l 7• 2. Property Tax Account Number: C1 namltn=-i -714 q 01)o C)05 Oa I 3. Approximate Site Size (acres or square feet): J,_ /4 1p4 4. Is this site currently developed? ✓ yes; 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). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). i Other (please describe): j I 6. Site contains areas of year-round standing water: W ; Approx. Depth: 7. Site contains areas of seasonal standing water:442 _ ; Approx. Depth: What season(s) of the year? 8. Site is. in the floodway (�/U floodplain of a water course. ` 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ;shrubs ; mixed urban landscaped (lawnshrubs etc) 11. Obvious wetland is present on site: For City Staff Use Only 1. Plan Check Number, if applicable? 2. Site is Zoned? 2-�, — I --.), 3. SCS mapped soil type(s)? ' ` o . l 4. Critical Areas inventory or C.A. map indicates Critical Area on site? �-� i,I _ % .1 _ Site within designated earth subsidence landslide hazard area? DETERMINATION REQUIRED Reviewed WAIVER 7 Checklist.dod3.19.2001 � �� , APR- 14-2003 MON 02:17 PM FAX'N0. P. 02 0� 12:45 mi• 425-•�•-�ti•�.r .�. r•` I f'tpr 14 P APR-14-030 OP41 PM FAX NO. P. 02 Flpr is ?.Ot1:i tOs : LFtH it Fa t RsFRaEt S�uu 4- ty of d�mroad�:: • , • City Rabdlptot r--�• Y►pyoluyriutsit�Spvicat �epa+dta�ut ,; ,� ;�;rj1 11'prPtiAf F 10 N� ' ymspingDiv0.6d, t%►1640ChmckMetFEE:,.,..+ 4$a40 f Beare: .771,0220 :1� Mclled Ip•itptpi�Citht:' �Lc• t v° Fax: +42$17'i•04 1 •� ,�: :z'_ n,1 CKes l:tlse C�pgIW'pbd f r o `, •vi b � dwliwd i°pa�ea�¢vC. IV. c1il{rul Meats tso'thiy to aid wbunit i it, � duo t be rllW Peal by day Pt Aml 1?t�az tab a • A� P++►tx+t tW9� m� pti! t1te re�triew the olitddiet,' ol!ko Ponnit APP11CWW" for the COD( F. Pt'oK•tp" t, .» ),` dekrviinitliat4 of Ow hoatiaa td t}t4 �(ppment iolbcr enlmiuel elttu a}�plih' • � .� e � • ,,atepf.tteaoD611y. 7be p�pncc of the t;tp l)<tist � to eoabie'trity, i�ili to . a faatiair ' , ,.._. 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' �wnvledgt � Q+a► 4sst ,• t P hPt'LrC�N is//ra&i w $t4NkT•t NB t? 'Vrge;�y 0►whar'e rIp1�Yo>7�ItHodt , ' �. t>sa d�s�bj�t. !!d1 !PPhOb ' 1iy a:y 04pt n% I t�fy '0 t 1'aw WhF t d the Novo 1►pitncattlf►� pP .8 � sitl� oa P,aP'�y for q►c and ,t ► ly pamisMon l of th4 pubic otiicials Ro the tut a of a* a►tyigd! nds of bsepettim antl g atltadmst to thisPurpow app)iCK0o11. '• :, , ,', , .ITriA1hY'tlRrff>1 � .. .:.:�'• "� "'',�,•�:�',�''�:,.,ti�••.:';•),�����•aj::•..•'�,�Th�r.,•,: t7rrttt�rlh!►;�,,st% . ' y • .. S•• /1t w. Iv Stroct•A�tldresu •;: •. ' . .•• J' :'; ,. �:•. }:,•, .�• - .. pL- t;' ay _ .J i�: -�►�. ) g Q.Z b, All; 7.i p. - ,.., ZIP 'lC1 �lO) lei 2 :•i y--^-�' •• _,r :� +'1 wl.y..,'!.� _ . r-'�-�+s���' Email :l"ess (bpliansi) • �� . --' ' .r " �" tt l•�` "'4°pt�ottel — �+.v��-�,�5�-`;s �n • r-NA-rV—q 4.A�1 o 4.a G� t � , &\%Coop CkiautMNct�ncktist,Aorli.t 11001 9f,• C q.r. to f.31 � 4 Consulting Robert M. Pride, Inc. Engineer January 15, 2004 Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 S�'REET FILE Re: Supplemental Geotechnical Report Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-i86-ol Dear Mr. and Mrs. Cooper, JAN 2 a 2004 PERMIT COUNTER This supplemental report summarizes the results of my review of the final building plans for the proposed residence on Daley Place in Edmonds. Since our geotechnical report was submitted on May i6+h there have been a number of revisions to the original design concept that will be addressed in this letter. It is understood that the property will be developed for a single family residence having three levels above the garage at the front of the house. Refer to the revised Drawing No.1 that shows the current house footprint, and Drawing No. 2 with the cross section through the house. Excavations will be required to construct the retaining walls that will extend into the existing native slope. The upper retaining wall will be supported by tieback anchors having a design capacity of 2 ldps per foot extending beyond the no-load zone. Titan anchors will be drilled into the native outwash soils, and will be proof -tested after installation. All of the anchors will be loaded to 130% of the design loads, and one will be tested to 200%. Upon reviewing the foundation and site plans, it is my opinion that they meet the intent of our geotechnical report and the recommendations contained therein. Please call me if there are any questions. r ���, swag TCtftlll y, Robert M. Pride, P. E. Principal Geotechnical Engineer dirt: (2) addressee encl: Drawings i and 2, Figure No. 1 rmp: CooperResid3 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 P i " -1 2 G ' 5. AL Ref- Topographic Survey for Lot #5 of Harbor Hills subdivision SITE PLAN Proposed Cooper Residence Project No. o3-i86-oi Daley Place — Lot #5 Edmonds, Washington Drawing No. 1 Robert M. Pride, Inc. Consulting Engineer i d �c .. FF9� 14.r _....._ 1 MIA 0OW ,.....F--7 WL wool e , Ref: Topographic Survey for Harbor Hills subdivision prepared in November 2002 CROSS SECTION Proposed Cooper Residence Project No. o3-186-oi Daley Place — Lot #5 Edmonds, Washington Drawing No. 2 Robert M. Pride, Inc. Consulting Engineer Consulting Robert M. Pride, Inc. Engineer May 3, 2003 Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 STREET FILE Re: -Preliminary Geotechnical Report Proposed Residence Lot #5 on Daley Place Edmonds, Washington RMP Project No. 03-i86-o1 Dear Mr. and Mrs. Cooper, RECEIVED )AN 2 8 M4 PERMIT COUNTED This preliminary report presents the results of our initial site visit and geotechnical evaluation of the property known as Lot #, in the Harbor Hills subdivision located at the end of the Daley Place cul-de-sac in Edmonds. It is understood that you are . planning a single family residence on this parcel this includes a steep intermediate slope on the central portion of the site. As part of our site evaluation we have reviewed the Meadordale Checklist and Geotechnical Report Guidelines provided by the City of Edmonds, and a site inspection was made to confirm' existing slope and. drainage conditions. A topographic survey and structure siting plan was used as the basis for the following comments and recommendations on this residential project. The property extends northeasterly from Daley Place cul-de-sac, and is bounded on the sides and end by existing developed residences. A cut slope ranging in height from 12 to 30 feet transects the parcel as shown on the attached Drawing No.1. Ground surface elevations show that this steep slope is about 1H:1V, and the lower and upper portions of the property have more gradual gradients of 15% to 30%. . As we discussed, your plans are to site the residence within the allowable setback distances from the front and side property lines. Retaining walls'Aill be required at the rear of the structure to permit construction of the three level house that will encroach into the steep slope. A lower four foot high wall '" ill be located at the lower garage level, and a six to eight foot high wall is shown to be built at the rear of the second level. A low keystone type wall about 2 to 4 feet high will be constructed at the third floor level for exterior access along the easterly side of the house. The steep slope exposes stiff fine-grained soils that are presently stable at the 1H:1V gradient. Slope stability analyses would probably show that is has a safety factor of less than 1.5, but since it was graded as part of the Harbor Hills development it appears to have performed satisfactorily. 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 May 3, 2003 Mr. and Mrs. Cooper Page 2 Conclusions and Recommendations On the basis of our site inspection and geotechnical evaluation, it is our opinion that the proposed residence can be constructed as planned. There is no evidence of either shallow or deep-seated landsliding on this property that would prevent its development for residential use. Shallow depths to suitable bearing soils are anticipated, and actual foundation conditions will be verified by field exploration that v zll be performed as part of the final study. Construction of the rear retaining walls of the residence will enhance slope stability, and will increase the factor of safety against failure under possible adverse moisture conditions. Proposed drainage improvements v%rill also be made to collect surface water runoff on the upper areas of the site to prevent its unprotected flow over the top of slope areas. We expect that conventional bearing wall footings will be adequate for structure support and for proposed retaining walls. Construction of the mid -level retaining wall might be best accomplished using soldier piles under the easterly house foundation wall to avoid excessive excavation into the central portion of the steep slope. Recommended design criteria will be provided for foundations and retaining walls in our final report. Please call me if there are any questions concerning this preliminary geotechnical report. R ectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) addressee , encl: Drawing No. 1 rmp: CooperResidi V S 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 N 4 ---------- 7:7 AQ I Ip .4 11 lo, I J : DAL-Ey CL. Ref: Topographic Survey for Ix. t #5 of Harbor Hills subdivision -Q11TF. PLAN "pr—Op-osed Cooper Residence Daley Place — Lot #5 Edmonds, Washington Robert M. Pride, Inc. 4 2 Project No. 03-186-01 Drawing No. I CITY OF EDMONDS SPECIAL INSPECTION AND .TESTING AGREEMENT _ _ r The project at `fly 7 _ issued under permit number uires special inspection and/or testing per UBC and WAC Amendments 1702. The complete list of special inspections is attached to this BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special irZ:-e -, complete this agreement and the attached structural test(s) and inspections schedule required acknowledgments. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be apprc _,. ; � '. Building Official pprior to performing an duties or inspections. Each special inspector Statement of Qualifications to the Building Official for review. Special inspectors sh?" :'" :,identification when performing special inspections on site. Special inspection and testirq, the minimum requirements of UBC Chapter 17 and the'following: A. Pubes and 8=02sihilitie4_Df the Sprial I.ns 1. Observe Work The special inspector shall observe the site work for confortnanpe with ila (stamped) plans and specifications and applicable workmanship provisions :ol Architect or Enoneer reviewed shop drawings may be used only as an aid to inspe l�.: Special inspections are to be performed on a continuous basis --meaning that inspector is on site at all tunes observing the work requiring special inspectoo inspections, if any, must have prior approval by the Citybased on a separate reviewed and approved by the Building Official and the engineer or architect of rec�==-; . 2. Repoirt Non -conforming Items The special inspector shall bring nonconforming items to the irnrnediate atter_i c:.' contractor and note all such items in the daily field report. Any item not resolved -171 manner shall be immediate cause of the special inspector to notify the Building. C;c plan deviation, error, change or omission. It shall also be the duty of -the speciall promptly notify the engineer or architect. 3. Complete Daily Reports Each special inspector shall complete. and sign both the special inspection record report form for each day's inspection. These records shall remain at the jobs::: contractor for review by the City Building Inspector. 4. Furnish Weekly Reports The special inspector. or inspection agency shall furnish the City ,% th weekly reT'r:`s and inspections. The project engineer or architect, and others as designated copied on reports. Weekly reports must include the followirig: • DesList . of daily inspections and tests made with applicable locations o List of all nonconforming items o Report on status of nonconforming items (resolved or unresolved) • Iterruzed changes authorized by the Architect, Engineer and City if no: nonconformance items 5. Furnish Final Construction Report The special inspector or inspection, agency shall submit a final signed report to thy= .�. . that all items requiring special inspection and testing were fulfilled and reported. best of his/her knowledge the project is in conformance with the approve sppecifications, approved change orders and the applicable workmanship prov_ :: UBC. Items not in conformance or unresolved items. or any di&:r pancies -incoverage, (i.e., missed inspections, periodic inspection when coritin�ous ulsp required, etc.) shall, be specifically itemized in this report. r r . B. Contridor Responsibilities 1. Notify the Special Inspector It is the duty of the contractor to notify the special inspector when work is, ready. for sp Ki ! inspection. Note, the items listed on .the -attached schedule •=d as noted on the apprm. co plans and specifications are required to have special inspections, Adequate notice s11.31 provided by the contractor so that the special inspector has time to become famliar w th t1-� project. 2. Provide Access to Approved Plans The contractor is responsible for providing the special inspector access to: approved plam� the jobsite. 3. Retain Special Inspection Records The contractor is responsible to retain at the 1'obsite all sppecial inspection records subr it-4- by the special inspector. These records are to be provided to the City building inspector lipo r! request. 1. Approve special inspectors or inspection agencies The - building departinent shall approve all special inspectors and special inspma on, requirements. 2. Monitor special inspection and approve weekly reports Work requ�ng special inspection and the performance of special inspectors sbal, 1 c monitored by the City Building Inspector. His/her approval must be obtained p: icy,: to placement of concrete or other similar activities in addition to that of the special. ihspect`'r. 3. Issue Certificate of Occupancy . The Building Official may issue a Certificate of Occupancy after all weekly special ixn�ri reports including the final report have been submitted and accepted. D. The project owner or the engineer or architect of record acting as the owner's agent s *Aj , special inspection services. E Engineer or Architect of Record Responsibilities The engineer or architect of record shall include special inspection requireihchts pri the p'-` ar, ' specifications. 'ACKNOWLEDGEMENTS, I have'read and agree to comply with the terms and conditions of th&r agreement: Owner �,Y.(` t� l X� .. Date ° 4 Special Inspector General Contr City Building �7 JUN-29-2004 16:36 P. 0- 0_ 0 REINFORCED CONCRETE, GUNM, GROUT AND MORTAR: GrMd Mmur PRECAST/PRESTRESSED CONCRETE: — --- — 4 Il-AA' .. AgFTPIC Tests Rmfming Tau Tawoo Tests Miz DeOwns R'woZe Placement Insert Placement ConcrvErBaichinj Concrete Placement Installation Inkpction CAR Samples [Pick-upSam ples 1comfiftuion Tests MASONRY. — spiminj inspection Stresses Used — Preliminary AccepuLtice Tests (MISMY Units. Wall Prisms) Subsequent Tests (Mortar. Grout, Field Wall Prisms) Placement Inspectivn'o(UniU vwDt>v 0 STRUCTURAL'STEEL/WELDING: --S=PIC tied -rig (list sp-mric rambar Shop Material Idenal=i0a welding0 Shtsp 0 T-w� U1 awmc Inspiction 0 SWP -0 .Fiend Wgb-sxreno Bolting bap--tion 0 shop Fir -Le 0 A325 0 N 0 X OF 0 A490, "I Deck Welding Inspection — Iteinfoming Steel Welding Inspection — Metal Stud Welding Inspection Cunctete Insw Welding Inspection FIREPWOFING: Platenwn( Inspccuon Density Tests Thieltnew Tests inspect Balcitint INSULATING CONCRETE: Stimplic and Test Placement Inspccuon Unit wcights FILL MATERIAL: Acceptance Tests Fluvnwm Inspection Field Density STRUCTURAL WOOD: Shear Wall Nailing Inspection Impection of Glu-lam Fab. Inspection of Truss Joist Fab. ADDITIONAL INSTRUCTIONS OR OTHSA TESTS S�s+P� and Test Compoacnu AND INSPECTIONS: 774P-r Form Completed by: rifle: Telephone No.: Date; TOTAL 01/15/1996 12:23 4254820533 UNIQUEHOMES PAGE 02 Consulting Robert M. Pride, Inc. Engineer April 5, 2005 Mr. and Mrs. Dave Cooper 15007 616t Place NE Kenmore, WA 98028 Re: Final Inspection Report Cooper Residence 111711)31ef Place Edmonds, Washington RMP Project No. 03-186-01 Dear Mr. and Mrs. Cooper, At your request I have conducted a final site inspection of your residence on Daley Place in Edmonds that is nearing completion. It is understood that upon completion of the kitchen and miscellaneous minor items in the house that you will be moving into the residence within a week. This report covers the geotechnical areas that I was involved in providing inspection services such as the site excavation; temporary shoring, subdrainage installations, retaining wall construction and foundation installations. ly those activities were inspected and reported as having The remaining work on the site relates to landscape improvements, rock and railroad tie walls, pouring the driveway slab, and installing the area drains in the front of the d the side yard slopes until property. Plastic sheeting is to remain on the ed duringper ptheanlandscaPe improvements. the low walls and plant material has been p on the basis of my site inspection it is my opinion that the site improvements have been substantially completed and the house is ready for occupancy. Please call me if there are any questions. Respectfully, ,v obert M. Pride, . E. Principal Geotechnical Ex dist: (2) addressee rmp: CooperResid34 RECEIVED APR 1 1 2005 PERMIT COUNTER / 13203 Holmes Point Drive NE Kirkland, WA 98034 Fax: 425-814-5672 Phone: 425-814-3970 _ 11 �� ....:RETURN ADDRESS: y.of Edmonds, City Clerk 20040714°1Nltltl��tll���j1���N11 0508 5 PGS ..,....,...:.112L5th-Avenue North 07-14-2004 01:46pm $23.00 Ed bn4s,..W-A­98020 SNOHOMISH COUNTY. WASHINGTON . .......... -­-CQVENANT OF NOTIFICATION AND-DW4MNMCAT1ON/E1OLD HARMLESS Reference M Grantor(s): (1) rilliop.. tfits�)_ Additional on pg. Grantee(s): Citvok%Ednx--o`n­`ds"-­. q--7 n Legal Description (abb atem, -T r"! _22__ Rng Block Plat 00 00 Assessor's Tax Parcel EM(s): (l)—niq 0 '747r 2`-000 - (2 Assessor's Tax Pa-rcel EM not yet assigned crry APPROVED FOR . REC9RMq -, : .B"MA 4A. DATE --Pi�E: A— L_-QF 5 1 Under the review. procedures established pursuaif­t6`.'.the Stfi . te.-Building Code, incorporating amendments promulgated by the City ot,_Lramolft, and as a prerequisite to the issuance of a building permit for the co""qtibn ofJi"residential structure and attendant facilities, the undersigned O)NMRS'of d'b'hereby covenant, stipulate and promise as follows: ....... ..... .. .. .... AffPD FOR PII-CORDING DATE A, PAJ IN Rescriptib 'n of Subject Property, This covenant of notification and iudem�tiificRtionMldllLrmless relates to a tract of land at the street addres' s of 0 AA A h;1 , &0 (insert street address),JEdmonos-Six0homish County, Washington and leLyaliv described as! 2. Notification and Covenant of Notification.:.' -the above referenced site (hereinafter "subject site") lies within an area. whi h-.hai'bien identified by the City of Edmonds as having a potential for earth subsidente or lAndslide hazard. The risks associated with development of the site haveepn ovaliigted by technical consultants and engineers engaged by the applicant as* a,.Vart--4'the process to obtain a building permit for the subject site. The resulti-of. the .consultant's reports .. and evaluations of the risks associated with development aiii.c6intoin-W in*'building permit file number 65110 (insert number) on fde*,-';wi6, ..the,: C4 of Edmonds Building Department. Conditions, limitations, or-*)PrAibid" qn development may have been imposed in accordance with the reconiiieridati6ii9i of: A VE FOR REC ByY PE DATE PAOF 15 the..edusultauts.-ftf"the course of permit issuance. The conditions, limitations, or pr4lbitioffs may:retiuIire ongoing maintenance on the part of any owner or less ee or may reeqmre mailifif-a tions to the structures and earth stabilization matters in order ifcations to addresg'fut!d'r.'e**'or""gnticipated changes in son or other site conditions. The statements and :6)nditioft:s propos ed by the OWNERS' geotechnical engineer, geologist, archkeet and/or'sirpetural engineer are hereby incorporated by reference from the contents of the- , e,-.,a's'--,Tuuy as if herein set forth. Any future purchaser, lessee, lender or anY`0;fier.perw*n enquiring or seeking to acquire an interest in the property is put on notke-o't i� P e..exis -nce.-af the content of the file and the City urges review of its contents. The" *k'may' be revie7od during normal business hours or copies obtained at the Buildifig Depart(116t, City of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. 3. Indemnification and Hold Hlirmjeis. e undersigned OWNERS hereby waive any and all liability assoclafed:with-'dqirelopment, stating that they have fully informed themselves of all risks--Assodfed with development of the property and do therefore waive and relinquish any aid all causes of action against the City of Edmonds, its officers, agents and empl6yees iffisingfrOM and out of such ............ development In addition, the OWNERS on behalf of thimselVesi-their successors in interest, heirs and assignees, do hereby promise to indemnify a�nd."d harmless the City of Edmonds, its officers, agents and, employees from a ilj-16'ss,.0a7ttii, liability or damage of any kind or nature to person's or property eithii..-on g.r-'-dff the site resulting from or out of earth subsidence or landslide hazard, ariiiip"91fr,' oT'-ollt.of the issuance of any permit(s) authorizing development of the siti,'6f 0 . F` [APPR FOR RECO lNGDATE A -q OF F. arising out.-pf -,Any* false, misleading, or inaccurate information provided by the O miL5,,their ea p'loyees, or professional consultants in the course of issuance of the buflding'per;iiit. 4. h isur'ancflkt aurrement In addition to any bonding which may be required during 'the- cours', i f'development, the Community Services Director has/has not (strike gaeS specifically required the maintenance of an insurance policy for public liability coverage m. the amount and for the time set forth below in order to provide for the finaacial•t'esp nsibilities'established through the indemnification and hold harmless agreement above;-•• 5. Covenant to Touch and Concern the Ea* ndi :`This covenant of notification and indemnification/hold harmless t4arches� ihio concerns the subject. tract and shall run with the land, binding, obligating aiid/o� Wuring to the benefit of future owners, heirs, successors and interests '-Qr a,ty otber.:person or entity acquiring an interest in property, as their interest may appear: •Tfiis`•provision shall not be interpreted to require a mortgagor or lender to indemnifq tke City except to the extent of their toss nor to obligate such persons to main`tJi_'* he istirailce above required. • i� t • AP�VER RECO G DATE pAOF 5 `_. Ij0 1t i;-_ -: W day of p OWNER(S) By: ...... By: By STATE OF WASHINGTON ) COUNTY OF cr\V DrA j /-1 �...= I certify that I know or have satisfactory:exidegce that }�l�tCh0.11�1 `t'Y�Oc�AO signed this instrument and acknowledged it to be (his/her) free and void: ntaryact. for. the purposes mentioned in this instrument. DATED this 7llTV` day of NOTARY PUBLIC .. My commission 6p`!lres(a Notary Pubti�' LATEMABUn.DiNG1MEADOVACOVENANT State of WasttMptorr' CNELEA M. WARtNNER My AppWnbmnt Expires Feb 1S. YQ08 ; • ol �WA.11 Consulting Robert M. Pride, Inc. Engineer January 28, 2004 Mr. and Mrs. David Cooper 15007 61s' Place NE Kenmore, WA 98028 Re: Final Plan Review Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-186-01 Dear Mr. and Mrs. Cooper, RECEIVED .)AN 2 3 2004 PERMIT COUNTER This letter represents my final review of the design drawings for your residence to be constructed on Daley Place in Edmonds. As requested by the City the proposed Keystone block wall at the rear of the proposed residence was evaluated for stability based on the assigned soil parameters for active and passive earth pressure. A calculation sheet for this wall with a maximum height of six feet is attached. The calculations and Sheet 1 of the plans are stamped to indicate my approval of the original design section. In my opinion the six foot high block wall has a factor of safety of 2.0. I have also reviewed the foundation and structural details to confirm that they meet the intent of my geotechnical recommendations. All aspects of the site grading and foundation installations will be inspected in accordance with the City of Edmonds requirements. Please call me if there are any questions. Rpectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) addressee encl: Figure No. 1 rmp: CooperResid4 447-106 .p 162.7p1{ fJI:q ✓i�V �'Y " fONAL��` BXPIAE8 i32o3 Holmes Point Drive NE Kirkland, WA 98034 Phone:425-814-3970 ' Fax:425-814-5672 iq Consulting Robert M. Pride, Inc. Engineer January 22, 2004 Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 Re: Supplemental Geotechnical Report Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03486-oi Dear Mr. and Mrs. Cooper, RECEIVED .BAN 2 8 2004 PERMIT COUNTER This supplemental report summarizes the results of my review of the final building plans for the proposed residence on Daley Place in Edmonds. Since our geotechnical report was submitted on May 16th there have been a number of revisions to the original design concept that will be addressed in this letter. It is understood that the property will be developed for a single family residence having three levels above the garage at the front of the house. Refer to the revised Drawing No. 1 that shows the current house footprint, and Drawing No. 2 with the cross section through the house. Excavations will be required to construct the retaining walls that will extend into the existing native slope. The upper retaining wall will be supported by. tieback anchors having a design capacity of 2 kips per foot extending beyond the no-load zone. Titan anchors will be drilled into the native outwash soils, and will be proof -tested after installation. All of the anchors will be loaded to 130% of the design loads, and one will be tested to 200%. Pipe piles may be installed along the northwesterly side of the garage and house due to the depth of fill and soft soils on that side of the property. The final grade -of the garage slab with respect to the depth to soil bearing may allow the footing excavations to be extended 2 to 5 feet without the need for piles. It is recommended that this decision be made in the field at the time the footing excavations are made. A structural engineering design will be provided along with appropriate recommendations for pile capacities and installation requirements. This information will be submitted for review if the depth to bearing soils justifies the use of the pipe piles. Upon reviewing the foundation and site plans, it is my opinion that they conform to the recommendations of our geotechnical report. The risk of damage to the proposed project site, or to adjacent properties, from, soil instability will be minimal, subject to the 13203 Holmes Point Drive NE Kirkland, WA 98o34 Phone: 425-814-3970 Fax: 425-814-5672 January 22, 2004 - Mr. and Mrs. Cooper Page 2 conditions set forth in the report, and that the proposed development will not increase the potential for soil movement. In my opinion there is a low probabilityof earth movement on this residential site due to construction of the onsite improvements. Because the house includes two retaining walls that will provide additional support to the steep slope area, the potential for slope failure has been reduced to less than 5% over a 25 year period. There has been no evidence of slope movement or failure since the steep slope excavation was made nearly 20 years ago when the Harbor Hills development was initially graded. It is my opinion that the site stability will be significantly improved by this proposed residential construction. Please call me if there are any questions. Respectfully, PobertM. Pride, P. E.. Principal Geotechnical Engineer dist: (2) addressee encl: Drawings i and 2, Figure No.1 rmp: CooperResid3 &714 It Or %.:,, - I ` 11 r- 17- r L- L Vf- a A IV % �1 13203 Holmes Point Drive NE Kirkland, WA 98o34 Phone: 425-814-3970 Fax: 425-814-5672 Consulting Robert M. Pride, Inc. Engineer January 15, 2004 Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 r- Re: Supplemental Geotechnical Report Proposed 'Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-186-o1 Dear Mr. and Mrs. Cooper, JAAt 2 8 2004 PERA T COIJNTER This supplemental report summarizes the results of my review of the final building plans for the proposed residence on Daley Place in Edmonds. Since our geotechnical report was submitted on May i6th there have been a number of revisions to the original design concept that will be addressed in this letter. It is understood that the property will be developed for a single family residence having three levels above the garage at the front of the house. Refer to the revised Drawing No.1 that shows the current house footprint, and Drawing No. 2 with the cross section through the house. Excavations will be required to construct the retaining walls that will extend into the existing native slope. The upper retaining wall will, be supported by tieback anchors .having a design capacity of 21dps per foot extending beyond the no-load zone. Titan anchors will be drilled into the native outwash soils, and will be proof -tested after installation. All of the anchors will be loaded to 130% of the design loads, and one will be tested to 200%. Upon reviewing the foundation and site plans, it is my opinion that they meet the intent of our geotechnical report and the recommendations contained therein. Please call me if there are any questions. ---(_ -5 70\1 siuldx3 PectfuIlY, L3Iry Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) addressee encl: Drawings 1 and 2, Figure No.1 .....s rmp: CooperResid3� 13203 Holmes Point Drive NE lUrkland, WA 98034 Fax: 425-814-5672 Phone: 425-814-3970 �• r Adhk �► •fir t � \ \ � CVr't VQt. \ .•� '. • � � �� � T- -�_=Z� .�`` _ = _,`` +fib ..= a� N L Ref Topographic Survey for Lot #5 of Harbor Hills subdivision SITE PLAN i a ^4 2 61 x Proposed Cooper Residence Project No. o3-t86-oi Daley Place — Lot #5 Edmonds, Washington Drawing No. 1 Ell Ref Topographic Survey for Harbor Hills subdivision prepared in November 2002 CROSS SECTION Proposed Cooper Residence project No. o3-186-oi Daley Place — Lot #5 Edmonds, Washington Drawing No. 2 Robert M. Pride, hm Consulting Engineer 9 Robert M. Pride, Inc. May 3, 2003 Consulting Engineer Mr. and Mrs. David Cooper J`''Y COPY 15007 61s' Place NE 1'4� Kenmore, WA 98028 JAIL 2 k 2001 Re: Preliminary Geotechnical Report PERMIT CQUIVTER Proposed Residence Lot #5 on Daley Place Edmonds, Washington RMP Project No. 03-186-01 Dear Mr. and Mrs. Cooper, This preliminary report presents the results of our initial site visit and geotechnical evaluation of the property known as Lot #5 in the Harbor Hills subdivision located at the end of the Daley Place cul-de-sac in Edmonds. It is understood that you are planning a single family residence on this parcel this includes a steep intermediate slope on the central portion of the site. As part of our site evaluation we have reviewed -the Meadowdale Checklist and Geotechnical Report Guidelines provided by the City of Edmonds, and a site inspection was made to confirm existing slope and drainage conditions. A topographic survey and structure siting plan was used as the basis for the following comments and recommendations on this residential project. The property extends northeasterly from Daley Place cul-de-sac, and is bounded on the sides and end by existing developed residences. A cut slope ranging in height from 12 to 30 feet transects the parcel as shown on the attached Drawing No. 1. Ground surface elevations show that this steep slope is about 1H:1V, and the lower and upper portions of the property have more gradual gradients of 15% to 30%. As we discussed, your plans are to site the residence within the allowable setback distances from the front and side property lines. Retaining walls will be required at the rear of the structure to permit construction of the three level house that will encroach into the steep slope. A lower four foot high wall will be located at the lower garage level, and a six to eight foot high wall is shown to be built at the rear of the second level. A low keystone type wall about 2 to 4 feet high will be constructed at the third floor level for exterior access along the easterly side of the house. The steep slope exposes stiff fine-grained soils that are presently stable at the 1H:1V gradient. Slope stability analyses would probably show that is has a safety factor of less than 1.5, but since it was graded as part of the Harbor Hills development it appears to have performed satisfactorily. 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 May 3, 2003 Mr. and Mrs. Cooper Page 2 - Conclusions and Recommendations On.the basis of our site inspection and geotechnical evaluation, it is our opinion that the proposed residence can be constructed as planned. There is no evidence of either shallow or deep-seated landsliding on this property that would prevent its development for residential use. Shallow depths to suitable bearing soils are anticipated, and actual foundation conditions will be verified by field exploration that will be'performed as part of the final study. Construction of the rear retaining walls of the residence will enhance slope stability, and will increase the factor of safety against failure under possible adverse moisture conditions. Proposed drainage improvements will also be made to collect surface water runoff on the upper areas of the site to prevent its unprotected flow over the top of slope areas. We expect that conventional bearing wall footings will be adequate for structure support and for proposed retaining walls. Construction of the mid -level retaining wall might be best accomplished using soldier piles under the easterly house foundation wall to avoid excessive excavation into the central portion of the steep -slope. Recommended design criteria will be provided for foundations and retaining walls in our final report. Please call me if there are any questions_ concerning this preliminary geotechnical report. R ectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) addressee encl: Drawing No. 1 rmp: CooperResidi 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 Z.p 'PAY Ref-- T6pographic Suneyfor Lk L1#5 of Harbor Hills subdivision, SITE P-LAN Proposed Cooper Residence Daley Place — *Lot #5 Edmonds, Washington Robert M. Pride, Inc. M-1 m Project No. 03486-01 Drawing No. 1 Con Engineer 29 04 04:20p RfRT M PRIDE INC 425.814 5672 ��q(f, �� Consulting Robert M. Pride, Inc. Engineer September 28, 2004 Mr. and Mrs- David Cooper 15007 61nt Place NE Kenmore, WA 98028 Re: Dry Weather Extension Proposed Cooper Residence 1117 Daley Place Edmonds, Washington Project No. 03-i86-oi Dear Mr. and Mrs. Cooper, This report addresses the City requirements for wet weather construction activities on your residential construction site on Daley Place in Edmonds. We have been providing site inspection services during slope excavation, foundation installation and backfilling as this work was in progress to date. At this time the 'steep slope areas have been stabilized with the existing retaining wall system, and the exposed final slope surfaces above the garage level will be protected with plastic sheeting during the winter months. The following construction schedule has been developed for completion of the remaining foundation and earthwork items that will provide for final site stabilization and erosion protection during the winter months: • October 4-8: Garage foundation and middle level footing will be poured to be followed by the pouring of the rear retaining walls at both levels; this will complete the structure retaining walls that will provide permanent lateral support to the temporary slope excavations. October 11-1,5: Wall backfill will be placed behind the recently poured retaining walls; all foundation subdrains will be in place and connected to the lower subdrain system around the garage level; the crawl space rat slab will be poured along with the basement and garage slabs; final site excavation at the front of the garage will be completed, and this soil will be placed as backfill; temporary erosion control fencing will be established at the front of the site, and storm water runoff will continue to be directed into the storm drain at the street. October 18-22: Exterior foundation wall backfills will be completed on the north and south sides of the house and garage; framing of the house and garage will begin by the end of this week or the start of next; utilities will be brought into the site. Field inspections will continue to be made during foundation pours, subdrain 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 Seep %29 04 04: 20p RV#RT M PRIDE INC 425,814 5672 p.2 September 28, 2004 Mr. and Mrs. Cooper Page 2 installations, and wall backiilling; these inspections will not be necessary beyond the final placement of backfill and the installation of the protective fencing at the front of the site. Complete winterization of the site will also entail completion of the rockery walls along the side property lines, and maintenance of the quarry spall entry drive into the site. Please call me if there are any questions concerning this interim report. Respectfully, Robert M. Pride, P. E. <` Principal Geotechnical Engineer, _ dist: (2) Addressee \\'s�!; ;, �• `icy' rrnp: CooperResidtt cxs'Acs -2 C G u 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 42"14-3970 Fax: 425-814-5672 10 ...-­--..'RkTURN ADDRESS: .0t f Edmonds, City Clerk W.0 :421-5&-Avenue' North Edr�&4,..W-A­98020 1!l�llllNlllll�lll!!�!I!!�a!!1I!!!!1 j j J jf (-- __ -__ _ 200407140508 5 'l��1!!!ll11!!!1 PGSmW 07-14-2004 01:46p$23.00 SNOHOMISH COUNTY.' ASHINGTON --COVENANT OF NOTIFICATION AND-MgMWMCATION/HOLD HARMLESS Reference #: Grantor(s): (I)— Grantee(s): City oiEd**ni*0`n­ds'.%*".- �41vcheH_ Additional on pg. Legal Description (abbriviai4r SeG rwnRng Qt ....:_22 Block Plat 00��-00 Assessor's Tax Parcel M#(s): (1 4. i2 2 Assessor'sTax Ax Parvel ED# not'yet assigned CM 6F.EDK6"S`--.. APPROVED FOR 11ECORDW4q Bq&J11,0, DATE :S Under the review. procedures established pursuait,16` .1he State.. Building Code, 1 incorporating amendments promulgated by the City o -,-EdmW4 and as a prerequisite to the issuance of a building permit for the con§4Vc'1tJo`n` of A"kesidential structure and attendant facilities, the undersigned ONVNERS'Q'(-Piqpir ..d . O'hereby covenant, stipulate and promise as follows: AWPV D FOR RECORDING A .. ........ 1. pgirlytibn of Subject ]Property This covenant of notification and inilegaiiricaiion/hO]d:ttLrmless relates to a tract of land at the street address of a h 1110- (insert street address), Ndmon-os-Snuitomish County, Washington and leL7aHv described as! .. . . ...... 2. Notification and Covenant of No'firication...: the above referenced site (hereinafter "subject site") lies within an arcia"which..'higg'bitii identified by the City of Edmonds as having a potential for earth subsidente ok lindslide hazard. The risks associated with development of the site hive een,.YVAW;ited by technical consultants and engineers engaged by the applicant as* a.part-bih t e process to obtain a building permit forthe subject site. The results -of -the p6h.sultint's reports and evaluations of the risks associated with development are * On tairUd in` buHding permit file number 651(0 (insert number) on file*'-" City WI the; y of Edmonds Building Department. Conditions, limitations, development may have been imposed in accordance with the recon'irAeffi dati6iig; of: APP VE FOR RECO ���G,, BY DATE??L'L PA� OF —� _ iiie ,eonsultatifs.• uu the course of permit issuance. The conditions, limitations, or prohiliitiOus may:r — re ongoing maintenance on the part of any owner or lessee or may riequire rtis$ifications to the structures and earth stabilization matters in order to address futtY*e''or anticipated changes in soil or other site conditions. The statements and .eonditio>tis proposed by the OWNERS' geotechnical engineer, geologist, architect and/or'strppetural engineer are hereby incorporated by reference from the contents of the-•file•'..as'fuffy as if herein set forth. Any future purchaser, lessee, lender or any osier persdn g-cquirmg or seeking to acquire an interest in the property is put on notice,6f 6e.e$isteuce: ap(the content of the rile and the City urges review of its contents. The` file may'be reviewgll during normal business hours or copies obtained at the Builds ig Depagm6t, City of Edmonds, '1Z1 5th Avenue North, Edmonds, Washington 98020.= 3. Indemnification and Hold Harmtess .-` The •-' undersigned OWNERS, hereby waive any and all liability associated with' development, stating that they have fully informed themselves of all risks,.assoclafed with development of the property and do therefore waive and relinquish any aid all causes of action against the City of Edmonds, its officers, agents and employees at*icing from and out of such development. In addition, the OWNERS on behalf of theimselves;'ilielrsuecessors in interest, heirs and assignees, do hereby promise to indemi iqy and•.11aid'harmless the City of Edmonds, its officers, agents and employees from aily.Itiss,..el-eim, liability or damage of any kind or nature to persons or property eithor..-on or -"off the site resulting from or out of earth subsidence or landslide hazard, ariAng•froW-dr-.•out.of the issuance of any permit(s) authorizing development of the site, Woecur4of EAPPVEPFOR RECO ING DATE OF s�y aris' out o � n.... �fais �'�a misleading, or inn 4 � 'inaccurate . � Y .. � g, ate information provided b the : p Y O ,"F S,"their e"aipUyees, or professional consultants in the course of issuance of the bull%ding'periit.' 4. Iusutanceliouirement. In addition to any bonding which may be required durmng "We courSe,.Of ''development, the Community Services Director has/has not specirically required the maintenance of an insurance policy for public liability coverage iri;ihe amount and for the time set forth below in order to provide for the finadcial•i'esiporisibilities-established through the indemnification and hold harmless agreement Above,,.-" S. Covenant to Touch and Concern the Land ::This covenant of notification and indemnification/hold harniiless.. touches'*'aud concerns the subject tract and shall run with the land, binding, obligating atid/gt inuring to the benefit of future owners, heirs, successors and interests ••Qr 'any ather:'.person or entity i acquiring an interest in property, as their interest may �ppe t:. •Tiiis`•provision shall not be interpreted to require a mortgagor or lender to indemnifyCity except to the extent of their Ioss nor to obligate such persons to maini�id**the1ns�tirad�ce above required. .... APPR VE FOR RECO G B DATE TA OF S ias . day of Wo Ll OWNER(S) By: ...... By: STATE OF WASHINGTON ) COUNTY OF I certify that I know or have satisfactory-exidepce that j`'t \ChouQ�l 'signed this instrument and acknowledged it to be (his/her) free and vohintary'act. for, toe purposes mentioned in this instrument. ZoO� DATED this day of �S.P, ���'I✓� It NOTARY PUBLIC My commission e'l - Ire. Diary Publicf L•\TEMP\BUn,DING\MEADOW\COVEYANT State a WasAUpton•' CNELEA M. WARINNER MY APPOIntment Expires Feb 28, Zp09 ; 0''o RETURN ADDRESS: Edmonds, City Clerk 112 1.5th Avenue North Ednnan(%s,..W.A•-98020 200407140508 5 G5 - 07-14-2004 01.46 SNOHOMISW COUNTY. WASHINGTON COVENANT OF N O L kr JOU TION ANO-IDEN 4MCATIONMOLD HARMLESS Reference #• • • ��� Grantor(s): (1) ) Additional on pg. Grantee (s):_ Citvof,Edmonds.' - Legal Description (abbreviated): Seev `7�: Twn-2`�. N Rn�f-Qtr� OR.. Lot _Block Plat Assessor's Tax Parcel ID#(s): � -0 0a() Assessor'sTaX Parcel ID# not yet assigned CITY 0F.EDK6NbS'-••. APPROVED F04 RECORDING B DATE �..PAGE;�.AF S Under the review, procedures established pursdati`t toxtie State: $Wilding Code, incorporating amendments promulgated by the City o-Rdmoti4 and as a prerequisite to the issuance of a building permit for the coi�tnictitin of 'i residential structure and. attendant facilities, the undersigned 0WNERS'of.pxop6Iy dal reby covenant, stipulate and promise as follows: FA;V�DFOR RECO ING DATE OF �_ 1. Des' tib-n of Sub'ect Pro a This covenant of notification and indenl6ifi_cation/h61dJi-9rmless relates to a tract of land at the street address of 4 �/J �'sx ah p_/4 1110 (insert street address), JEdm ads-Snehomish County, Washington and legally described as: 2. Notification and Covenant of Notificatfon.:. :'The above referenced site (hereinafter. "subject site") lies within an area. which•;has'lieen identified by the City of Edmonds as having a potential for earth subsidente'or landslide hazard. The risks associated with development of the site hoven evaluated by technical consultants and engineers engaged by the applicant as' a .part••-bf --the process to obtain a building permit for the subject site. The results-•of•the .eo4isal6nt's reports and evaluations of the risks associated with development afe.r6ntgirie_il. in building permit file number a - 65YO (insert number) on file with the; City of Edmonds Building Department. Conditions, limitations, or, prol►ibitfgns qn development may have been imposed in accordance with the recoaiinendatieris; of: APR FOR RECBYE DATE PA_ OF the ,cdnsultagfs.•-fi• thv course of permit issuance. The conditions, limitations, or prohibitions may:req`viie ongoing maintenance on the part of any owner or lessee or may riequire moiYifcations to the structures and earth stabilization matters in order to address" futrire`•or anticipated changes in soil or other site conditions. The statements and :conditions proposed by the OWNERS' geotechnical engineer, geologist, architect• and/or'strpctural engineer are hereby incorporated by reference from the contents of the-ede�as'fully as if herein set forth. Any future purchaser, lessee, lender or any other.persun gcquirigg or seeking to acquire an interest in the property is put on notice.a*6e.enstence:ac(the content of the file and the City urges review of its contents. The"file"maybe reviewgd during normal business hours or copies obtained at the Buildhij Department, City of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020.= 3. Indemnification and Hold Hartntess. `� The `: undersigned OWNERS hereby waive any and all liability associated: With. dq�relopment, stating that they have fully informed themselves of all risks•,.asj&octafed with development of the property and do therefore waive and relinquish any .and all causes of action against the City of Edmonds, its officers, agents and emplryees n*i w from and out of such development. In addition, the OWNERS on behalf of themselves; thehr successors in interest, heirs and assignees, do hereby promise to indemnify and`itaid•harmless the City of Edmonds, its officers, agents and employees from aiiy.16ss,..elaim, liability or damage of any kind or nature to persons or property. either.. -on o•.r off the site resulting from or out of earth subsidence or landslide hazard, arising•fi o ojr-out.of the issuance of any permit(s) authorizing development of the site, or •occurring or, AP FOR RECO ING B DATE PA F` OF arising ont..a.pny false, misleading, or inaccurate information provided by the OWARS,,their enip'1oyees, or professional consultants in the course of issuance of the butlding'perMit' 4. Insuranceliguirement In addition to any .bonding which, may be required during 'We cout e•4"ilevelopment, the Community Services Director has/has not (strike oaeS specifically required the maintenance of an insurance policy for public liability coverage in`.;the amount and for the time set forth below in order to provide for the,finadc al res Qmisibilities`established through the indemnification and hold harmless agreement Ahove'.- 5.. Covenant to Touch and Concern the L andi :'This covenant of notification and indemnification/hold harmtg0. 0- V. cC ae ihd concerns the subject tract and shall run with the land, binding, obligating And/or inuring to the benefit of future owners, heirs, successors 'and interests: -*Qr ajty ether_.:p erson , or .entity acquiring an interest in property, as their interest may appeal: ,Tfiis`lprovision shall not be interpreted to require a mortgagor or lender to iuftmni the City except to the extent of their loss nor to obligate such persons to mainfaw*ihe-h4uraece above .re uired. { 0.0 �i 1 � ti �i • I- s APPR VE ,FOR RECO G B DATE . PA � OF S day of?.r10 (4 OWNER(S) By: '�_...... By: By STATE OF WASHINGTON COUNTY OF S�'DY,i�Vl I..•' I certify that I know or have satisfactory:exideuce that f Al'cKa 't'Y��MStO --signed this instrument and acknowledged it to'be (his/her) free and voltlntary'act.for the purposes mentioned in this instrument. DATED this day of �S.A, aJLAA zoos{ NOTARY PUBLIC My commission t;*res': (C> Notary Public LATEMMUELDING1MEADOMCOVENANT Mau of WashMpbn CNELEA M. WARMNER My Appok ment EVIM Feb 2�. YE10t3 ; 01/02/1996 23:37 4254820533 UNIQUEHOMES PAGE 02 v0=.,uPO X&HT M PRIOr INC � 4214 567E p, 1 Robert M. Pride, Inc. S KE FILE Consulting Engineer October ig, .2004 Mr. and Mrs. David Cooper 15007 61A Place NE Kenmore, WA 98028 Re: Geotechnical Review Proposed Residence � 1117 Daley Place Edmonds, Washington Project No. 03-186-oi Dear Mr. and Mrs. Cooper, This report addresses the rc wised plans for the residence construction at the subject site, and includes a review of the proposed deck residence. structure to be built on the upper level of the Because of the presence of a steep slope condition on this property, we are pmviding backup information as it relates to construction of the deck and -completion of the side slope retention systems on each side of the house. It is proposed to support the new deck structure on strip footings at the base and top of the cut slope. Post supports will be provided at the lower footing level, arid the deck will will be collected off of the deck and conveyedalso be attached to the easterly side of the residence. It is understood that surface water to the site�storm water systeln. An allowable soil bearing value of 2000 psf may be used in the design of the deck footings, which will be supported on the dense glacial till- Lateral restraint of the deck structure will, be provided by passive earth pressure and friction on the bottom of the ec�ncretc footings. Settlement of the footings will he negligible. Stability of the steep cut slope below the deck was analyzed, and the very dense ti resulted in high factors of safety against gross failure, It was recommenll soils ded that the slope face be covered with io mil plastic sheeting to prevent moisture in and/or loss Of moisture due to exposure to the weather. Upon review of the deck and the house plans it is my opinion that they meet the intent of our o'm cotechnical recomendations. COMQction of the new house footings and retaining was and the installation Of the groundwater subdrain system have significantly increased the stability of the original sleep slope condition. In addition this proposed construction is in conformance with my prel�olts reports and 13203 Holmes Point Drive NE ►Vr+uand, WA 98034 Phone: 425-g 14-3970 pax. 425-814-5672 01/02/1996 23:37 4254820533 UNIQUEHCMES PAGE 03 _,•� �. i , r rc 1 UC. fly (, 0425-EJ14 '3C, P • � p.� Octobar 19, 2004 Mr. and Mrs. Cooper Page 2 the requirements established by Zipper 7eman &Associates. Please call me if tbere are any Questions eoncemirig this supplemental report Respectfully, Robert m. pride, . E. 1 �� Principal Geotechrl ca] En?inel dirt: (2) Addressee rrup. C00PerResidi2 0 13203 I Glme4 Point Owe NE Phone: 425-814-3970 Kirkland, WA 98-- 034 --- Fe):: 425-814.5672 Consulting Robert M. Pride, Inc. Engineer August 4, 2004 Mr -and Mrs. David Cooper 15007 619t Place NE Kenmore, WA 98028 Re: Recommendations for Deck Footings Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-186-oi Dear Mr. and Mrs. Cooper, S7"ft REET FILE J� ":---Ct'1 V ocr _' ? �o D04 PERM/r co J 'TF At your request I have reviewed your plans for a raised deck structure to be constructed at the rear upper level of the proposed residence under construction at 1117 Daley Place in Edmonds. The plans show that the deck will be supported on column footings that will bear on dense native soils. The lower footings will be situated at the base of the steep slope and adjacent to the top of the upper retaining wall. This wall will have tieback anchors and has been designed for the surcharge loading from these two footings. Recommendations for the deck footing surcharge loads on the wall were discussed with the structural engineer, Clay Canfield and they have been incorporated into the original wall design. An allowable soil bearing value of 2500 psf may be used in the design of the pad footings that will be placed at the top of the final graded cut slope. Depth of these footings should be at least 3.5 feet measured from the downslope side of the excavation. A curb wall extending up from the reinforced concrete walkway slab connected to the top of the retaining wall will provide support foe the lower post supports. Settlement of these footings and curb wall placed on dense native soils will be negligible. Surface water runoff from the deck area will be collected by a perforated pipe and drain gravel placed at the toe of the slope behind the curb wall. This subdrain will be directed to a tightline that discharges into the storm drain at the street. All of the deck footing excavations should be inspected prior to pouring concrete to verify that they bear on dense native soils. Please call me if there are any questions. spectfully, obert M. Pride, . E. % Principal Geotechnical Er dist: (2) addressee rmp: CooperResid9 y woti wAs j4 ,0 b�:.�.` ci 16271 13203 Ho1me V*Vb NE Kirkland, WA 98034 Phone: 425-814-3970 EXPIRES . A. 7A Fax: 425-814-5672 Consulting Robert M. Pride, Inc. Engineer September 22; 2004 , Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA g8028 Re: Report on Subdrain Installation Proposed Cooper Residence iilg Daley Place Edmonds, Washington Project No. 03-i86-o1 Dear Mr. and Mrs. Cooper, RE EIVE SEP 212004 ENGINEERING DIVISION This report: summarizes the construction activities related to the installation of . groundwater subdrains on your property and their connection to an existing stream flow system on the Clark property. During initial site excavation for the lower garage pad and.foundation.area groundwater was encountered within the outwash deposits. This shallow groundwater was intercepted by a series of perforated pipes embedded in gravel around the perimeter of the garage, and then this water was temporarily discharged to the street stoim drain. During construction the HOA for this development indicated to you that this shallow groundwater should be collected and diverted into the stream channel system that flows from the Clark property down through the development toward Olympic Drive to the west. The City of Edmonds concurred although the permit for construction of your residence did not require this groundwater diversion into the HOA system. After much discussion with at parties, you agreed to make the connection from your subdrain trench system into Clarke's existing drainpipe that leads to the stream channel on the north side of the development. During exploratory excavation on the Clark property the four inch drain pipe was t exposed, and a trench was excavated from the westerly corner, of your garage to enable the tightline connection to be accomplished. This connection was made on September 21st under the supervision of Gary Flowers, REG and with the concurrence of .Ms. Clark and the HOA. Refer to the Site Plan that shows the approximate location of the drain line connection with the Clark drain pipe. Because the elevation of the Clark drainpipe is close to the proposed garage slab elevation (235 feet), groundwater will backup within one foot of the underside of the slab. Additional moisture protection will be required to minimize vapor transmission 13203 Holmes Point Drive NE Kirldand, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 • • September.22, 2004 Mr. and Mrs. Hoffman Page 2 through the concrete garage slab. It is recommended that the final subgrade layer under the slab consist of coarse sand or pea gravel that is overlain by a io mil Visqueen membrane (or two sheets of 6 mil Visqueen). This membrane should extend over the top of the perimeter garage footing, and the Visqueen should be lapped and sealed for moisture integrity. It should be understood that this groundwater interception system and discharge of water into the HOA stream channel represents a community enhancement. Maintenance and repairs ofthe subdrain system on your property will be your responsibility, but there can be no guarantee that groundwater flows will continue at the current rate. Please call me if there are any questions concerning this summary report. Respectfully, Robert M. Pride, P. E. P Geotechnical :: ,�,: dish: 4;) Addressee rmp: CooperDrainio �y � (oF W�Shf �t'•O� Enginee ri EXPIRES 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 ZZA IQZipper Zeman Associates, Inc. Geotechnical and Environmental Consulting W STREET FILE City of Edmonds Community Services Department '250 - 5`s Avenue North Edmonds, Washington 98020 Attention: Jenny Readwin, Permit Coordinator Subject: Geotechnical Review Proposed Cooper Residence 1117 Daley Place Edmonds, Washington Plan Check # 04-430 Dear Ms. Readwin: J-1652 June 23, 2004 This letter finalizes our geotechnical review of an additional submittal of building permit application documents of the referenced project. These services were requested with your letter of transmittal received June 22, 2004. The plan review number for this project is 04-430. This letter provides our final review of building permit application documents for this project, and supplements previous review letters. Our conclusions and recommendations formulated during the previous reviews were presented to the City in letters dated 18 January 2003 and 16 March 2004 and June 15, 2004. Zipper Zeman Associates, Inc. services were limited to geotechnical review for the referenced project. These review services, do not include design, analysis, or engineering recommendations for the project. These review services were provided for the purpose of evaluating general conformance of the documents with City of Edmonds permit requirements. These services were provided for the exclusive use of the City of Edmonds for specific application to the referenced project and purpose. No other warranty is expressed or implied. Recommendations We recommend that the information submitted for our review be considered in conformance with City requirements of ECDC 19.05, and the exemption requirements for Steep Slope Hazard Areas; ECDC20.15B-110 D(2), provided that the geotechnical engineer of record provides on site monitoring described in the April 22 and June 15, 2004 letters. The on -site monitoring should include the following as a minimum: 18905 33rdAvenue West#117, Lynnwood, WA 98036 (425) 771-3304 Fax: (425) 771-3549 • ZZAProposed Cooper Residence, 1117 Daley Place, Edmonds, Washington J-1652. MIN mobs June 23, 2004 Page 2 • Helical anchor installation and testing of all anchors to 200 percent of design capacity; • Retaining wall backfill and compaction; • Temporary excavation slopes and stability along north property line; • Subsurface drainage installation; • Other as required by codes and engineer. We appreciate the opportunity to be of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. Respectfully submitted, ZIPPER ZEMAN ASSOCIATES, INC. V ; •'"v, s John E. Zipper, P.E. mG President IFI 1RP J /24/« ?� J 1652,062304 Z zA Zi ��'�qo er Zeman Associates Inc. Geotechnicgl and Environmental Consulting City of Edmonds Community Services Department 250 — 5" Avenue North Edmonds, Washington 98020 Attention: Jenny Readwin, Permit Coordinator Subject: Geotechnical Review Proposed Cooper Residence 1117 Daley Place Edmonds, Washington Plan Check # 04-430 Dear Ms. Readwin: STREET FILE RECEIVED JUN' f 6'2004 PERMIT COUNTER J-1652 June 15, 2004 This letter presents our conclusions and recommendations concerning our geotechnical review of an additional submittal of building permit application documents of the referenced project. These services were requested with your letter of transmittal received May 12, 2004. The plan review number for this project is 04-430. This letter represents our third review of building permit application documents for this project. Our conclusions and recommendations formulated during the previous two reviews were presented to the City in letters dated 18 January 2003 and 16 March 2004. Zipper Zeman Associates, Inc. services were limited .to geotechnical review for the referenced project. These review services do not include design, analysis, or engineering recommendations for the project. These review services were provided for the purpose of evaluating general conformance of the documents with City of Edmonds permit requirements. These services were provided for the exclusive use: of the City of Edmonds for specific application to the referenced project and purpose. No other warranty is expressed or implied. It is our understanding that the plat requirements state that the project must meet the permit requirements of ECDC 19.05. Paragraph 19.05.030 describes required application submissions. The following sections of this letter contain our conclusions regarding the submissions for this project, including conformance with the required application submissions noted in the ordinance. Additionally, this letter comments on conformance with Paragraph 19.05.050 of the ordinance, which describes disclosures, declarations, covenants, and waivers required for construction. 18905 33rd Avenue West #117, Lynnwood, WA 98036 (425) 771-3304 Fax: (425) 771-3549 Ze 39Gd dIOOSSV NVWSZ NRddIZ GV9ETLL9Zb BT:VT boez/ST/90 ZZAProposed Cooper Residence, 1117 Daley Place, Edmonds, Washington 1-1652. ` June 15, 200a ■ Page 2 The following list includes our comments as pertaining to the geotechnical submissions for this project. The site evaluation checklist utilized for this review is titled "Meadowdale Earth Subsidence Landslide Hazard Area Checklist for Permit Submittal" and appears to be dated May 1999. Additionally, we reviewed the submittal for conformance with the requirements of ECDC20.15B-110 D (2): Development Standards — Geologically Hazardous Areas, Steep Slope Hazard Areas. The follo Acing submittals are required by ECDC 19.05: Critical areas determination — Not submitted for our review. ,SEPA and EIS information is assumed to have been approved with the plat. 1 Lead design professional designation and statement — Not submitted for our review. 3. Vicinity Map — Included on Topographical Map. 4. Topographical Map — Complete; however, the map does not show the topography or presence of structures within 50 feet on the west -facing slope located east of the site. 5. Environmental Checklist — Not submitted for our review. SEPA and EIS information is assumed to have been approved with the plat: 6. Land Clearing/Tree Cutting Plan — Not submitted. However, the building site has previously been cleared. 7. Geotechnical Report — A geotechnical report (dated May 29, 2003) prepared by Robert M. Pride, Inc. was previously reviewed with the application for Steep Slope Exemption. The geotechnicaI report contained analyses of a planned house development much smaller than the current proposal. Supplemental geotechnical reports were submitted by Robert M. -Pride; Inc. to address site specific development, dated January 15, 22 and 28, and April 22, 2004. Our comments regarding the geotechnical report and supplements are: • Robert M. Pride, Inc. included a "Geotechnical Declaration and Statement of Disk" in the letter of April 22, 2004. • The test pit logs enclosed in the geotechnical report indicate dense to very dense sand and gravel deposits near the ground surface in the vicinity of the proposed tieback retaining wall. There are no explorations extending down into the zone of anchorage for the tiebacks:1or this reason, we have recommended more stringent testing requirements for these tiebacks (see Recommendations). ,J-1652,061504 Ea : 9vd VIOOSSd NCWSZ �GaaIZ GV9ETLL9Zb 2T:VT V20Z/9T/90 1 • 49 • • ZAProposed Cooper Residence, 1117 Daley Place, Edmonds, Washington a lwv, June 15, 200200 4 I = Page 3 • The April 22, 2004 letter by Robert M. Pride, Inc. states.that temporary cuts on the north side of the property will be made at an average inclination of 3/4H: 1 V with a maximum height of 10 feet. A portion of the excavation along the northwest side of the site appears to extend below a 35 degree plane from the property line. The exemption requirements for Steep Slope Hazard Areas, ECDC20.15B-110 D(2) require that the portion of the excavation below a 35 degree plane be shored. 8. Drainage Plan —Notes on Site Development Plans provide for erosion control. 9. Grading Plan — Complete. 10. Architectural and Structural Plans — Structural plans may require supplemental information regarding the eastern tieback retaining wall as described below. 11. Affidavit of Notice of Application — Not submitted for our review. 12. Applicant/Owner Liability and Landslide Acknowledgement — Not submitted for our review. 13. Geotechnical Declaration and Statement of Risk — Complete. 14. Architect and/or Structural Engineer Declaration — Not submitted for our review. 15. Applicant/Owner Covenant to Notify and Hold Harmless — Not submitted for review. Recommendations We recommend that the City determine which of the above items that were not submitted for our review are required. We recommend that the following information, as a minimum, be required to confirm that the project plans conform to City requirements of ECDC 19.05, and the exemption requirements for Steep Slope Hazard Areas, ECDC20.15B-110 D(2): • The project plans indicate that the eastern tieback wall will be retained by grouted anchors. The April 22, 2004 letter by the geotechnical engineer indicates that the wall will be retained with helical anchors. We recommend that the preferred anchor type be depicted on the project plans. If grouted anchors are utilized, the grouting procedure and corrosion protection recommendations contained in our March 16, 2004 geotechnical J-1652,061504 ve 39dd VIOOSSd Nt1W3Z N:3ddIZ GV9ETLL9Zb BT:bT b00Z/9T/90 .9 • • • i �,AProposed Cooper Residence, 1.117 Daley Place, Edmonds, Washington gpz LJune 15,2004 Pale 4 review letter should be addressed by the geotechnical engineer and incorporated into the project plans, as appropriate. In either case, we recommend acceptance of the plans with the following conditions: 1. The notes on plan sheet S3 should be revised to state that all anchors will be load tested to at least 150 percent of design capacity. 2. Corrosion protection should be provided for the permanent anchors; the details of corrosion protection will depend on which anchor type is used. For example, helical anchors are typically galvanized but Titan anchors are not. The use of Titan anchors may require stainless steel. 3. The geotechnical engineer should submit a final plan review letter indicating that the revised plans conform to his engineering recommendations. It appears that the Keystone wall will be supported above backfill placed atop the east foundation wall. Criteria for compaction of the backfill was provided in the geotechnical engineer's April 22, 2004 letter. We reconuriend that the City require monitoring and testing of the backfill compaction; A portion of the excavation along the northwest side of the site appears to extend below a 35 degree plane from the property line. The April 22, 2004 letter prepared by Robert M. Pride, Inc. indicates that the lower half of the proposed 3/4H: IV temporary cut will be supported by an ecology block wall if caving conditions are encountered at the time of construction. Per ECDC20.15, structural shoring is required to retain cut that extend below a 35 degree plane from the property line and should be included in the project plans. We recommend that the plans be accepted provided that shoring details are provided for the portion of the cut that extends below a 35 degree plane from the property line. We appreciate the opportunity to be of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. Respectfully submitted, ZIPPER ZEMAN ASSOCIATES, INC. r G John E. Zipper, P.E. President SIRES .1I2+ 05 J-1652,061504 90 39Va VIOOSSV NVW3Z i13ddI2 GV9EtLL9Zb eT:bi bOOZ/9I/90 Robert M. April 22, 2004 Inc. Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 Re: Response to Review Comments Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-186-o1 Dear Mr. and Mrs. Cooper, Consulting R5CEJV 5D MAY = 6 2004 PERMIT COUNTER This letter responds to City of Edmonds and Tapper Zeman review comments contained in letters dated March i9th and March 16, 2004 as follows:.. i. Steep Slope Exemption Conditions • Stability analyses were performed on the rear slope behind the residence during the time that the steep temporary excavation is exposed and before the permanent retaining system is in place. This temporary slope has a FS =1.3. Three failure circles were evaluated after the permanent wall is built and the minimum factor of safety exceeds 2.0. • Side yard excavations for the garage on the north side of the property will be cut at an average of 3/4H:iV and will not encroach into the neighboring property. Maximum height of the temporary cut will be io feet along the northerly side of the house. • The original soldier pile wall was replaced with a concrete wall with helical tieback anchors that will be drilled into the dense outwash deposits. Details of this wall are shown on the structural plans by Clay Canright. • Additional comments relating to the Critical Areas Checklist were made in the May 16, 2003 geotechnical report, and they still apply to this revised project design. • Statement of Risk — In my opinion the plans and specifications prepared by the structural engineer conform to the recommendations presented in the geotechnical reports for this project. The risk of damage to the proposed residential development, or to adjacent properties, from soil instability will be minimal, subject to the conditions set forth in the report, and that the proposed development will not increase the potential for soil movement. In my opinion the probability of earth movement on this property within a 25 year period after completion of construction is less than 5%. No mitigation measures are deemed necessary. 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 u y �� 0 0 .. April 22, 2004 Mr. and Mrs. Cooper Page 2 2. Zipper Zeman Comments • Statement of risk was provided in previous paragraph. • Factors of safety were discussed previously, and they are considered satisfactory for the temporary and permanent conditions described. • Subsurface drainage behind the tied -back retaining wall will be shown on the structural drawings, and will consist of Miradrain that drains to a perforated pipe at the base of the retaining wall. • Surcharge loads from the Keystone wall at the rear of the residence were considered by the structural engineer and accounted for in the tieback anchor design. • Backfill placed behind the tieback retaining wall will be compacted to go% of their maximum density to provide adequate support for the Keystone wall. The onsite soils may be reused as fill providing it is placed in thin lifts at proper moisture content and compacted with a vibrating tamper. • Based on my review of the structural drawings the temporary garage excavation will not encroach into the neighboring property to the north. If caving conditions are encountered in the field during construction, recommendations will be made for using ecology blocks to provide support for the lower half of the excavated slope. • Design for the retaining walls around the house were based on an allowable passive pressure of 250 pcf. This change was discussed with the structural engineer and approved for use on this project. Please call me if there are any questions. P ecmy, rt M. Pride, . E. Principal Geotechnical E dist: (2) addressee rmp: CooperResid6 WAS,y/,y .q 16-71 ,�- r��IST�� `�•t�� EXPIRES J . 0\1 132o3 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 ZZA Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting New oTmEET FILE RECEIVED J-1652 • March 16, 2004 MAR 1 `8 2004 City of Edmonds DEVELOPMENT SERVICES CTR. Community Services Department CITY OF EDMONDS 250 — 5`s Avenue North Edmonds, Washington 98020 Attention: Jenny Readwin, Permit Coordinator Subject: Geotechnical Review Proposed Cooper Residence 1117 Daley Place Edmonds, Washington Plan Check # 04430 Dear Ms. Readwin: This letter presents our conclusions and recommendations concerning our geotechnical review of building permit application documents of the referenced project. These services were requested with your letter of transmittal received February 2, 2004. The plan review number for this project is 04430. Zipper Zeman Associates, Inc. services were limited to geotechnical review for the referenced project. These review services do not include design, analysis, or engineering recommendations for the project. These review services were provided for the purpose of evaluating general conformance of the documents with City of Edmonds permit requirements. These services were provided for the exclusive use of the City of Edmonds for specific application to the referenced project and purpose. No other warranty is expressed or implied. It is our understanding that the plat requirements state that the project must meet the permit requirements of ECDC 19.05. Paragraph 19.05.030 describes required application submissions. The following sections of this letter contain our conclusions regarding the submissions for this project, including conformance with the required application submissions noted in the ordinance. Additionally, this letter comments on conformance with Paragraph 19.05.050 of the ordinance, which describes disclosures, declarations, covenants, and waivers required for construction. The following list includes our comments as pertaining to the geotechnical submissions for this project. The site evaluation checklist utilized for this'review is titled "Meadowdale Earth Subsidence Landslide Hazard Area Checklist for Permit Submittal' and appears to be dated May 1999. Additionally, we reviewed the submittal for conformance with the requirements of 18905 33rd Avenue West #117, Lynnwood, WA 98036 (425) 771-3304 Fax: (425) 771.3549 ZZA • Proposed Cooper Residence, DaVlace, Edmonds, Washington 1.1652. March 16, 2004 iv Q Page 2 ECDC20.15B-110 D (2): Development Standards = Geologically Hazardous. Areas, Steep Slope Hazard Areas. The following submittals are required by ECDC 19.05: 1. Critical areas determination — Not submitted for our review. SEPA and EIS information is assumed to have been approved with the plat. 2. Lead design professional designation and statement — Not submitted for our review. 3. Vicinity Map — Included on Topographical Map. 4. Topographical Map — Complete; however, the map does not show the topography or presence of structures within 50 feet on the west -facing slope located east of the site. 5. Environmental Checklist — Not submitted for our review. SEPA and EIS information is assumed to have been approved with the plat. 6. Land Clearing/Tree Cutting Plan — Not. submitted. However, the building site has previously been cleared. 7. Geotechnical Report — A geotechnical report (dated May 29, 2003) prepared by Robert M. Pride, Inc. was previously reviewed with the application for Steep Slope Exemption. Our comments were contained in a letter dated August 18, 2003. The geotechnical report contains analyses of a planned house development much smaller than the current proposal. Supplemental geotechnical reports were submitted by Robert M. Pride, Inc. to address site specific development, dated January 15, 22 and 28, 2004. Our comments regarding the geotechnical report and supplements are: • Mr. Pride included a "Geotechnical Declaration and Statement of Risk" in the letter of January 22, 2004. Slope stability calculations were submitted with the May 2003 report. • We question the applicability of the submitted slope stability calculations and report, considering that the development differs considerably from the excavation sections analyzed for the May 2003 submittal. • The January 15, 2004 supplement details the planned excavation retention along the east side of the site. Supplemental information is recommended as described in this letter. J-1652,031604 ZZA • Proposed Cooper Residence, D lace, Edmonds, Washington J-1652. 061 �IQM March 16, 2004 Page 3 8. Drainage Plan Notes on Site Development Plans provide for erosion control. 9. Grading Plan — Complete. 10. Architectural and Structural Plans — Strucutral plans require supplemental information as described below. 11. Affidavit of Notice of Application — Not submitted for our review. 12. Applicant/Owner Liability and Landslide Acknowledgement — Not submitted for our review. 13. Geotechnical Declaration and Statement of Risk — Complete, requires update after additional analyses (see recommendations below) are completed. 14.. Architect and/or Structural Engineer Declaration — Not submitted for our review. 15. Applicant/Owner Covenant to Notify and Hold Harmless — Not submitted for review. Recommendations We recommend that the City determine which of the above items that were not submitted for our review are required. We recommend that the following information, as a minimum, be required to confirm that the geotechnical analyses and project plans conform to City requirements of ECDC 19.05, and the exemption requirements for Steep Slope Hazard Areas, ECDC20.15B-110 D(2): Geotechnical supplement to confirm that adequate numerical factors of safety are calculated by the engineer for temporary excavations and permanent wall configuration on east side of project, and to determine whether additional soils exploration deeper than the test pits previously completed are required to provide these analyses; The east. foundation wall will be retained by Titan anchors. We recommend that additional information be provided on the structural plans, including individual anchor capacity, minimum length and testinglacceptance criteria.. Proof tests of all anchors to at least 150% of capacity should be required. Movement of the retaining wall during all pretensioning of the anchors should be monitored, and supplemental wall reinforcement (if needed) should be specified at locations of the planned 200% test anchor. Titan anchor J-1652,031604 n ZZAProposed Cooper Residence, DaOrlace, Edmonds, Washington 1-1652. March 16, 2004 Page 4 corrosion protection, including potential requirement to use stainless steel Titan anchor, should be addressed. • How does the engineer propose to monitor grout take during installation of the Titan anchors to ensure that adequate encapsulation of the full length of the anchor is achieved? If this can not be provided, stainless steel anchors may be required for corrosion resistance. • Subsurface drainage at the wall section retained by the Titan anchors should be clarified. Structural details do not appear to provide for adequate drainage to the base of the wall. If weep holes into a crawlspace will be provided at the base of this wall, they should be shown on the plans. • The possibility of surcharge loads on the east foundation wall from the Keystone. wall and slope should be addressed by the geotechnical engineer, and the structural engineer should confirm that surcharges are included in the wall design as necessary. • It appears that the Keystone wall will be supported above backfill placed atop the east foundation wall. Criteria for this backfill should be provided on the plans to minimize long tern settlement of the Keystone wall. • A portion of the excavation along the northwest side of the site appears to extend below a 35 degree plane from the property line. Per ECDC20.15, structural shoring is required to retain this portion of the cut; We appreciate the opportunity to have been of service on this project and would be . pleased to discuss the contents of this report or other aspects of this project with you at your convenience. Respectfully submitted, ZIPPER ZEMAN ASSOCIATES, INC John E. Zipper, P. President WEwiRES .1124 QS 1 J-1652,031604 Development Services Department Planning Division City of Edmonds 121 5`" Ave. North Edmonds, WA. 98020 As the owner of the property at 1117 Daley PI, Edmonds, WA. I understand that a) the accuracy of all permit submittal information is warranted by the applicant/ownerv1 a form which relieves the City and its staff from any liability associated with reliance on such permit application submittals. While an application may reference the reports of design professionals, and b) That the applicant/owner understands and accepts the risk of developing m an area with potential unstable soils and the will advise, in writing, any prospective purchasers; of the site, ore prospective lessees of the structures on the site, of the slide potential of the area. Sincerely Yours; Mike Hanchett mow. JAN VERMIT COUNTER 9 TIP,IE C19/2 '0 / 19 9 6 023: 4 E, NAME U1,1IGUEHOMES FAX ' 42548205:33 TEL 425413120533 DATE, T I ME 0 2..-" 2 F-,l 0 2 4 6 FAX NO. /NAlylE 6722003 DURATION 00:00:00 PA, G'IE � S) 00 RESULT BUS'r" MODE STANDARD BUSY: 3USY/NO RE' ON'SE I David Cooper Bokhee Cooper 15007 61 sc NE Kenmore, WA. 98028 January 23, 2004 Development Services Department Planning Division City of Edmonds 121 5t' Ave. North Edmonds, WA. 98020 As the designers, general contractors, and homeowners of the proposed new single- family residence at 1117 Daley PI we will be acting as the "lead design professional" for the entire permit review process. We understand that we are responsible for coordinating and incorporating recommendations of other design professionals onto the plans or into the submittal packet. We have reviewed the geotechnical report, we understand its recommendations, and we have incorporated into the design the established measures to reduce the potential risk of injury or damage from any earth movement predicted in the report. Sincerely Yours; David Cooper Bokhee Cooper RECEIVED JAN 2 8 2004 PERMIT COUNTER 11 Consulting . Robert M. Pride, Inc. Engineer January 28, 2004 W. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 Re: Final Plan Review Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-i86-o1 Dear Mr. and Mrs. Cooper, RECEIVED JAN 2 8 2004 PERMIT COUNTER This letter represents my final review of the design drawings for your residence to be constructed on Daley Place in Edmonds. As requested by the City the proposed Keystone block wall at the rear of the proposed residence was evaluated for stability based on the assigned soil parameters for active and passive earth pressure. A calculation sheet for this wall with a maximum height of six feet is attached. The calculations and Sheet 1 of the plans are stamped to indicate my approval of the original design section. In my opinion the six foot high block wall has a factor of safety of 2.0. I have also reviewed the foundation and structural details to confirm that they meet the intent of my geotechnical recommendations. All aspects of the site grading and foundation installations will be inspected in accordance with the City of Edmonds requirements. Please call me if there are any questions. Respectfully, J Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) addressee end: Figure No.1 rmp: CooperResid4 of WA r &62YONAL 1;�1 ' exPrpgs "% � i32o3 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-S970 Fax: 425-814-5672 7CCALCULATION SHEET Colecdwby br �. Pnod No. _ ��-- sea /* a. . E .. f 1 , • , t- ...i... T 1 ! / = i : I ... I , i 1 - _ ....r ! , I . r- Ir , t �" -t+.t 64f ._ : x T3. - — �• '�-....'22_��. = 2l2��� low fi%Au1ES r Or Al 440ke Fig. No. I. ftu" F& rrwa Ur- ) q, 00 00 Robert M. Pride, Inc. January 22, 2004 Mr. and Mrs. David Cooper 15007 61st Place NE Kenmore, WA 98028 Re: Supplemental Geotechnical Report Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-186-oi Dear Mr. and Mrs. Cooper, Consulting RECEIVED JAN 2 8 2004 PERMIT COUNTER This supplemental report summarizes the results of my review of the final building plans for the proposed residence on Daley Place in Edmonds. Since our geotechnical report was submitted on May 16th there have been a number of revisions to the original design concept that will be addressed in this letter. It is understood that the property will be developed for a single family :residence having three levels above the garage at the front of the house. Refer to the revised Drawing No. 1 that shows the current house footprint, and Drawing No. 2 with the cross section through the house. Excavations will be required to construct the retaining walls that will extend into the existing native slope. The upper retaining wall will be supported by tieback anchors having a design capacity of 2 kips per foot extending beyond the no-loaA zone. Titan anchors will be drilled into the native outwash soils, and will be proof -tested after installation. All of the anchors will be loaded to 130% of the design loads, and one will be tested to 200%. Pipe piles may be installed along the northwesterly side of the garage and house due to the depth of fill and soft soils on that side of the property. The final grade of the garage slab with respect to the depth to soil bearing may allow the footing excavations to be extended 2 to 5 feet without the need for piles. It is recommended that: this decision be made in the field at the time the footing excavations are made. A structural engineering design will be provided along with appropriate recommendations for pile capacities and installation requirements. This information will be submitted for review if the depth to bearing soils justifies the use of the pipe piles. Upon reviewing the foundation and site plans, it is my opinion that they conform to the recommendations of our geotechnical. report. The risk of damage to the proposed project site, or to adjacent properties, from soil instability will be minimal, subject to the 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 January 22, 2004 Mr. and Mrs. Cooper Page 2 conditions set forth in the report, and that the proposed development will not increase the potential for soil movement. . In my opinion there is a low probability of earth movement on this residential site due to construction of the onsite improvements. Because the house inclu&s two retaining walls that will provide additional support to the steep slope area, the potential for slope failure has been reduced to less than 5% over a 25 year period. There has been no evidence of slope movement or failure since the steep slope excavation was made nearly 20 years ago when the Harbor Hills development was initially graded. ' It is my opinion that the site stability will be significantly improved by this proposed residential construction. Please call me if there are any questions. Respectfully, obert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) addressee encl: Drawings 1 and 2, Figure No. i rmp: CooperResid3 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 Town erlSchuldlC���I.A � ���',LC a Limited Liability Company CONSULTING ENGINEERS Experienced in Structural Anzlys;s and Design 7929F — 44 ' Ave. W, Mukilteo, bV.4 ^8i-� Pn: 425-513-6868 F 7 ax: 4e5 513 G077 � January 27, 2004 �.FILE Edmonds Building Department 15007 — 61 �* Place NE Kenmore, WA 98028 Subject: Project No. C03035 RECEIVED Lot #t5, Daley Place Edmonds, WA Leger No.1 JAN 2 8 2004 Review of Soils Repor PERMIT COUNTER Ladies and Gentlemen: This letter is to confirm that we have read the soik; reLc,.t p:�paisd by Mr. Robert M Pride `or the subject property. We have also reviewed the restriction. contRin.ed in the report with the property owners, David and Sokhee Cooper. Finally, we have designed .,I.c 3tr1Jr.1ure of the propcsec residence to take into account the requirements set forth in the report. Should you have any questions or desire addition�:i inf07n3tion, please do not hesit�:te to ccntac, us. 1.ve trust this fulfills the requirement for the structure,; , one is declaration, and in :hat regard, it ;s Respectfully Submitted, Clayton m. Can. ;d . Ift V Lovell-Saueriand and oci, Inc. Phone 425-775-1591 a s a f i a a 1 a Y a v 4 t a a a Z 19400 33rd Avenue.W Suit�O Fax 425-672-7998 _ Lynnwood, WA 98036 Phone 800-775-7663 MEMORANDUM Date: January 23, 2003 t To: City of Edmonds, Plans Reviewer From: Robert Long, PE Re: Cooper Residence, 1117 Daley Place -Grading Calculations File No. 4605 This project will require grading to construct the proposed building pad, driveway, retaining walls and utilities. Standard erosion control measures.are proposed to be used during construction. The primary erosion and sediment control BMP during construction, will be proper soil stabilization methods. Exposed soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrops, flowing water, and wind. Applicable practices include, but not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil application of polyacrylamide (pam) , the early application of gravel base on areas to be paved, and dust control. The contractor shall select a soil stabilization method best suited for the particular situation. Stock piles must be stabilized and protected with sediment trapping measures. In addition, site containment of exposed soils shall be sustained by using silt fence barriers along the down -slope boundaries of the site's disturbance areas. See the site development plan for details. Estimated grading calculations: The following grading quantity estimations were calculated using the average slice area method. The calculations are approximate (see attach calculation worksheet). The quantities listed are for the permitting process' only and should not be considered precise amounts for bidding purposes. The estimated grading quantities are: Cut: 1,500 CY Fill: 50CY RECEIVED aurocav Output Stratum: grading qty existing fg_subgrade Cut Fill Net JAN 2 8 2004 yards yards yards Method PERMIT COUNTER 1358 39 1318 (C) Composite 1367 39. 1328 (C) End area Conclusion: Included in the site development construction plans are detail grading and drainage improvement details. With proper installation, maintenance and inspections of the proposed construction the project should have minimal impact to the environment. Thanks for your time and effort in reviewing the above information. If you have questions or need additional information, please give me a call. Robert Long, PE (425) 775-1591 ISTEg L �.L;_ow EXPIRES 8/17/04 f—mDer Zeman Associates c. Geotechnical and Environmental Consulting J-1652 August 18, 2003 City of Edmonds T Development Services Department 121 5 Avenue North Edmonds, Washington 98020 Attention: Ms. Star Campbell Z -__ Planner h� s T, Subject: Geotechnical Peer Review Steep Slope Exemption RECEIVED 1117 Daley Place Edmonds, Washington JAN 2 8 2004 Dear Ms. Campbell: PERMIT COUNTER This letter contains the findings and conclusions of Zipper Zeman Associates, Inc. regarding our review of information submitted for the referenced development application. The purpose of this review was to determine if the information adequately supports exemption of this site from "Steep Slope Hazard Area" development standards contained in ECDC Section 20.15B.110. This Ietter has been prepared for the exclusive use of the City of Edmonds for specific application to the subject project location and stated purpose. The findings and conclusions in this report are based partially upon observations made during site visits. In the event that conditions changed after these site visits, the conclusions of this report should be revised and updated as necessary. Some of the findings and conclusions regarding the proposed development are based on the information submitted to us for review; if additional information regarding subsurface conditions is obtained, we may modify these findings and conclusions based on such information. INFORMATION REVIEWED The following documents were referenced as part of our review: • ECDC Section 20.15B.110, "Development Standards — Geologically hazardous areas"; • Robert M. Pride, Inc., "Report on Geotechnical Investigation, Proposed Residence, 1117 Daley Place, Edmonds, Washington ", RMP Project No. 01-186-01, dated May 16, 2003; 18905 — 33 d Avenue West, Suite 117 Lynnwood, Washington 98036 J-1652,081803 Attachment 3 nt . Steep Slope Exemption J-1652 1117 Daley Place August 18, 2003 Edmonds, Washington Page 2 U.S. Department of Agriculture Soil Conservation Service, Soil Survey, Snohomish County Area, Washington, 1983; • Washington Department of Natural Resources, Division of Geology and . Earth Resources, Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties, Washington, .Geologic Map GM- 14, 1975; • , Geologic map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington, Map MF-1541, 1984. SITE CONDITIONS The referenced documents describe the site conditions generally as summarized below. Conditions observed during our site visit in July 2003 were generally consistent with this description. The property is located on the east side of Daley Place, between two existing single family residences. The site slopes up from Daley Place at a moderate slope, reported to range from 15 to 30 percent, to a steep slope. This steep slope was cut during development of the subdivision. The slope of this steep slope is roughly 100 percent, and it ranges in height from 12 to 30 feet. Above the top of the steep slope, the ground surface was cut during development of the subdivision and slopes from 15 to 30 percent. The information submitted for our review indicates that the planned development is in preliminary design. Detailed plans regarding the planned development were,not submitted. The geotechnical report `indicates that the residence will step up the hill, with a soldier pile wall roughly 12 feet high retaining a portion of the excavation. Subsurface conditions described in the geotechnical report indicate that the steep slope is comprised of very dense, granular soil. Fill soils are present below the base of the steep slope, to depths of 4 to 9 feet. The engineer determined that the fill was in a medium dense to dense condition. Organics and concrete debris were present in the fill, and a topsoil layer was present below the fill. No groundwater seepage was reported on the steep slope, and none was observed during our site visit. Test pits below the base of the steep slope (test pits 3 and 4) encountered groundwater at depths of 4 %i or more feet below the ground surface. FINDINGS AND CONCLUSIONS Based on the information reviewed, our findings and conclusions are summarized below: Zipper -Zeman Associates, Inc. 18905 — 33'� Avenue West, Suite 117 Lynnwood, Washington (425) 771 — 3304 J-1652,08 I803 Steep Slope Exemption 1117 Daley Place August I8, J-1652 1652 Edmonds, Washington 2003 Page 3 a. The geotechnical report provides adequate engineering analysis to ;confirm that the site will not decrease stability under ECDC Section 20.15B.110, section D, paragraph 2, requirement a; b. The subject steep slope is comprised of dense Advance Outwash deposits that qualify for its exemption under ECDC Section 20.15B.110, section D, paragraph 2, requirement b; c. The excavations planned for the development are not designed i>r: sufficient detail to confirm whether the requirements of ECDC Section 20.15B.110, section D, paragraph 2, requirement c are followed. Based on our review, it appears that excavations on the sides of the residence may require shoring to comply with this provision; d. The retaining walls planned for the development are not designed v1 sufficient detail to confirm whether the requirements of ECDC Section 20.15B.110, section D, paragraph 2, requirement d are followed; e. The geologic conditions described in the geotechnical report and confirmed during our site visit do not include the disqualifying conditions described under ECDC Section 20.15B.110, section D, paragraph 2, requirement e. The conditions on the site include groundwater at shallow depth adjacent to the base of the steep slope. Provisions to intercept and drain this groundwater are. not designed in sufficient detail to confirm whether the groundwater will be intercepted and seepage at the ground surface will be prevented; f. The geologic conditions described in the geotechnical report and confirmed during our site visit do not include the disqualifying conditions described under ECDC Section 20.15B.I10, section D, paragraph 2, requirement f. The conditions on site include fill adjacent to the toe of the slope that was apparently not placed: under engineered conditions. Provisions are included in the geotechnical report to fond the structure on stable native soils below the fill deposit. RECOMMENDED CONDITIONS OF APPROVAL OF EXEMPTION The information provided for our review confirms that the site geologic conditions meet the requirements of ECDC Section 20.15B.110, section D, paragraph 2 for exemption from steep slope development standards. However, certain aspects of the project that are referenced in ECDC Section 20.15B.110, section D, paragraph 2 were not yet designed, =d we recommend that the following conditions be applied to approval of the proposed exemption: 1. All excavations for the development shall comply with the requirements of ECDC Section 20.15B. 110, section D, paragraph 2, requirement c. This may: require shoring for more of the planned excavations than are described in the geotechnical, report; 2. All retaining walls for the development shall comply with the requirements of ECDC Section 20.15B.110, section D, paragraph 2, requirement d; Zipper Ze an A sodatInc 18905 — 33 d Avenue West, Suite 117 Lynnwood, Washington l J-1652,081803 (425) 771 — 3304 Steep P P Slope Exemption 11 7 Daley Place August 18, 2003 Edmonds, Washington Page G I Provisions to intercept and drain groundwater shall be shown on the project plans. The geotechnical engineer shall review the plans and confirm that the groundwater will be intercepted, seepage at the ground surface will be prevented, and stability of the subject property and other properties will not be,decreased by groundwater emanating from the subject property; 4. Provisions described in the geotechnical report for founding the residence below the fill and topsoil on dense native soils shall be shown on the project plan;;. The geotechnical engineer shall review the plans and confirm that the plans adequately incorporate the geotechnical recommendations for foundation support; 5. Special inspection shall be provided during construction by the geotechnical engineer for items 1 through 4 above. CLOSURE It has been our pleasure to assist you with this evaluation, and we hope this letter meets your current needs. If you should have any questions, please do not hesitate to contact us at your convenience. 18905 — 33'd Avenue West, Suite 117 Respectfully submitted,. Zipper Zeman Associates Inc Lynnwood, Washington (425) 771 — 3304 J-1652,081803 H1N(1OO 1fWd3d Coat 8 z Abw ' Consulting Robert M. Pride, Inc. 3 I Engineer May 16, 2003 Mr. and Mrs. David Cooper 15007 61s' Place NE Kenmore, WA 98028 Re: Report on Geotechnical Investigation Proposed Residence 1117 Daley Place Edmonds, Washington RMP Project No. 03-186-01 Dear Mr. and Mrs. Cooper, This geotechnical report presents the results of our site investigation and geotechnical evaluation of the property known as Lot #5 in the Harbor Hills subdivision located at the end of the Daley Place cul-de-sac in Edmonds. It is understood that you are planning a single family residence on this parcel this includes a steep intermediate slope on the central portion of the site. As part of our site evaluation we reviewed the Meadowdale Checklist and Steep Slope exemption provided by the City of Edmonds. -- - ...... Topographic -surveys --made in 1980.and-2oo2 along -with .preliminary- architectural.. drawings were also used as the basis for our geotechnical site analysis. Site Conditions The property extends northeasterly from Daley Place cul-de-sac, and is bounded on the sides and end by existing developed residences. A cut slope ranging in. height from 12 to 30 feet transects the parcel as shown on the attached Drawing No.1. Ground surface elevations show that this steep slope is about 1H:1V, and the lower and upper portions of the property have more gradual gradients of 15% to 30%. As we discussed, your plans show the residence located within the allowable setback distances from the front and side property lines. Retaining walls will be required at the rear of the structure to permit construction of the three level house and below grade garage that will encroach into the steep slope. A six foot high retaining; wall AU be located at the lower garage level, and a 10 to 12 foot high wall will be built at the rear of the basement level. Low keystone type «,alls about 4 to 6 feet high will be constructed at the first and second floor levels for exterior access along the easterly side of the house. The steep slope exposes stiff and dense fine-grained soils that are considered grossly stable at the 1H:1V gradient. Observations of the slope areas indicate ihere have been no occurrences of deep-seated landsliding or localized failure. Portions of this and 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 F Attachment 2 s qb May 16, 2003 Mr. and Mrs. Cooper Page 2 adjacent properties were previously graded as part of the Harbor Hills: development in the i98o's. Extensive excavation and soil removal was made at the to:. of the slope, and portions of the original slope were cut back and filled to form a steeper -than -natural slope. Although the existing topographic contours do not show fill on :the lower portion of the property, test pits indicate that extensive filling was accomplished over most of the westerly portion of the property. These conditions are shown on Drawing No. 2 in Cross section A -A. Subsurface Conditions A review was made of the geologic mapping performed by Minard (USGS Map MF-1541 dated 1983) for background information on the glacial deposits that eidst in this area of Edmonds. According to this map the property is underlain by Advance Outwash deposits (Qva) that are comprised primarily of dense sand and silt mb tures. Glacial Till (Qvt) occurs at higher elevations, and below the advance outwash are elder deposits of Till (Qtu) and Transitional Beds (Qtb) of fine-grained silts. Site exploration was accomplished by excavating four test pits ranging; in depth from four to eleven feet at the locations shown on Drawing No. i. The first two pits were dug at the base of the slope to expose undisturbed native soils that were classified as dense to very-dense-silty-sand-withgr-avel-and-cobhles4-Q-v�}. these-dense-sc►ils are exposed-_ over the face of the excavated slope up to the top terrace that was previously excavated to depths of up to 20 feet along the east property line. A thin collmial soil layer covers portions of the steep slope, and these sandy soils are generally loose aid disturbed. No groundwater seepage was encountered in these two exploratory holes. The last two test pits were excavated toward the westerly side of the building pad to document existing fill conditions, and to determine the depth to native outwash deposits that will be used for foundation support. Fill depths were measured a`t 5 and 9 feet in TP-3 and TP-4, respectively. Below the fill was the original topsoil layer followed by medium dense to dense native silty sands. Groundwater seepage appE.,ared in both of these test pits at depths of about 4 to 6 feet. Refer to the Summary Logs of Test Pits in Appendix A. Conclusions and Recommendations On the basis of our site investigation and geotechnical evaluation, it is our opinion that the proposed residence can be constructed as planned. There is no evidence of either shallow or deep-seated landsliding on this property that would prevent its development for residential use. Relatively shallow depths to suitable bearing soilsi are anticipated based on the proposed foundation elevations for the garage and second story level. The presence of the steep slope crossing the central portion of the site willrequire a Steep Slope Exemption as defined by the City of Edmonds. it is understood that a Critical 13203 Holmes Point Drive NE Kirkland, WA 98034 Phnna• 47.ri-R14_VA7n -Fax- 475-Rid_SF77 May 16, 2003 Mr. and Mrs. Cooper Page 3 Critical Areas Checklist has been submitted and is being reviewed by City staff. Our comments relative to the "Site Standards" and "Development Characteristics" are as follows: Stability analyses of the existing native slope show that it has a current factor of safety of at least 1.8 using conservative strength properties for the Advance Outwash deposits. When the residence has been completed with all retaining systems in place, the overall gradient of the steep slope will be reduced behind the house, and the factor of safety will exceed 2.0. As mentioned above the entire property is underlain by dense glacial deposits of Advance Outwash (Qva) as defined in the USGS publication by lames P. Minard dated 1983. No fill exists or will be placed on this slope to impact its calculated factor of safety. Plans for development of this site includes excavation to create the building pad, and rear slope excavations behind and above the soldier pile wall. Estimated quantity of soil removal for construction of the residence is less thanSoo cubic yards. Only minor backfills will be required along the sides of the garage retaining walls, and these backfill soils will be compacted under engineering supervision. Observation the ex-s-orrs on the -steep-slope-c rmed -i° ey-were- - -- - uniformly granular without evidence of gravel lenses or zones of seepage. There were no signs of slope instability, landsliding or past failure, and the excavated slope surface showed no indications of spring activity. Because this slope had been previously excavated approximatelY 20 years ago, the surface had only a thin layer of topsoil and/or colluvial matE.-rial on the order of one foot in thickness. Existing vegetation consisted of a light cover of shrubs, vines and native plants with a scattering of small maples. One large maple tree is located near the northwesterly side of the property that pre-dati:d the 198o's grading on this site. Side yard excavations adjacent to the garage will not exceed the 350 inclination from the property lines. Shoring will not be necessary for these. temporary cuts that will range from 4 to 9 feet in height. The soldier pile wall at the rear of the residence will have an exposed height of about 12 feet, and will consist of drilled piles with H beam reinforcing designed by a structural engineer. Rockeries will be limited to four feet in height on the steep slope, and there will be low rear yard keystone walls constructed on the upper terrace for landscaping purposes. No commercial development is planned for this residential neighborhood. This proposed residential development will actually enhance existing stability of the steep slope area, and will not adversely affect the two adjacent properties located to the south and north of the proposed residence. 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 May 16, 2003 Mr. and Mrs. Cooper Page 4 Foundation Recommendations Existing native soils will provide adequate support for the residence foundations using a combination of bearing wall footings, soldier piles and pipe piles. The depth to the bearing soils on the northerly side of the house/garage will range from 4 to as much as 8 feet, and will require the use of the pipe piles. It is recommended that .3 or 4 inch diameter pipe piles be used for support of the north side of the garage, and at locations where the depth to bearing soils is in excess of four feet. Soldier piles will be installed at the rear of the garage for support of the toe of the steep slope. These piles will probably consist of 24 inch diameter drilled holes with reinforcing H beams that will also provide for vertical support of the ea.sterly side of the house. We do not anticipate any significant caving or water seepage problems during drilling that will require the use of casing. Since the soldier piles will be incorporated into the back wall of the house, it is recommended that the wall be designed for a shotcrete finish in lieu of using treated lagging between the H beams. A structural engineer will need to provide the design details for such a wall system. Figure No. 3 provides design criteria for these soldier piles, as well as lateral earth pressures for design of conventional retaining walls along - the sides and rear--of--the-residence An allowable soil bearing value of 2000 psf may be used for all bearing; wall footings and retaining wall footings supported by the native outwash deposits. Depth to the bearing soil layer will vary across the site, and must be verified during excavation and prior to pouring concrete. Passive resistance for footings and stem walls should be limited to 150 pcf assuming that the backfill soils against the stem walls are compacted with appropriate compaction equipment. Concrete floor slabs will be poured in the garage and rear storage room at the lower level of the residence. It is anticipated that native soils will be exposed over most of the garage area, except at the front portion where existing compact fill may be encountered. It is recommended that the exposed fill soils be removed and recompac;ted prior to pouring the concrete slab. This slab should be underlain by a sand or :,,ravel layer, and a io mil plastic moisture barrier to control vertical moisture migration. Site Drainage Roof drains, footing subdrains, and all area drains need to be tied into: a tightline that leads to the street or to a storm drain facility. Retaining walls and the rear soldier pile wall also need a subdrain to collect subsurface water that could buildup behind the wall. All retaining walls must be protected with Miradrain to provide for moisture migration through the concrete walls. 13203 Holmes Point Drive NE Kirkland, WA 98034 phnno G)r,_fi1Q_,'�07n May 16, 2003 Mr. and Mrs. Cooper Page 5 Surface water on the upper terrace behind the house will need to be controlled with earth berms and landscape walls to prevent runoff toward the rear of the house. Drain swales are recommended as interceptor devices that lead to catch basins for collection of storm water runoff. This upper drainage system should also be connected to a tightline that leads to the lower west side of the property. Te 2mairy Excavations Side yard cuts will be made adjacent to the garage to install the support footings and the footing subdrains. These temporary cut slopes should not exceed a gradient of 1/2 H:1V for cuts up to five feet in height. Cut slopes that range from 5 to 10 feet in height should be made at 1H: W unless sloughing or caving conditions develop. ' Periodic site inspections should be made to confirm the stability of all temporary cLLt slopes, and to provide alternate recommendations where appropriate. Summary We recommend that we be retained to review those portions of the plans and specifications that pertain to foundations and earthwork to determine that they are consistent with the recommendations of this report. Construction monitoring and consultation services �shouidalso be -provided -to veriX�- , 4--ubsurfac-e conditions are _ ...._. similar to those reported on the borings and test pit logs. Should conditions be revealed during construction that differ from the anticipated subsurface profile, we will evaluate those conditions and provide alternative recommendations where appropriate. Field construction services should be considered an extension of this initial geotechnical investigation, and are essential to the determination of compliance wilh the project drawings and specifications. Such activities would include foundation. and sloped excavations; subgrade preparation; retaining wall excavations; subdrain installations; drilled and driven pile installations; and backfill placement and compaction. Our findings and recommendations of this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced; in the Puget Sound area at the time this report was submitted. We make no warranty, either express or implied. Please call me if you have any c�u�oncerning this mport. r fi l:d 4 obert M. Pride, . E. Principal Civil Engineer dist: (3) addressee encl: Drawings 1 and 2, Figures 1-3 rmp: CooperResid2 13203 Holmes Point Drive NE Kirkland, WA 98034 Phnno• d^1Fi_R1d_:a07r) 1:av d'lF_R�d_5F,7^J APPENDIX A Summary Logs of Test Pits SUMMARY LOGS OF TEST PITS Test Pit #1 — East corner of house o.o -1.o ft Topsoil: Silty Sand; brown, moist, med dense 1.0 - 4.0 ft Silty Sand and gravel; gray, moist, dense; very dense @ 2 feet; weathered Qva; cobbles to 9 inches; no groundwater seepage; Test Pit #2 — West corner of house 0.0 — 4.0 ft Fill: Silty Sand; brown, moist, med dense; 4.0 — 5.0 ft Topsoil: Silty Sand and gravel; brown, moist, firm with roots; 5.0 — 7.0 ft Silty Sand; gray brown, very moist, dense; weathered Qva; no groundwater seepage; Test Pit #3 — Front of garage 0.0 — 5.0 ft Fill: Silty Sand and Sandy Silt; gray, very moist, dense; organics and concrete debris; 5.0 — 5.5 ft Topsoil: Silty Sand; dark brown, moist, firm; 5.5 — 7.0 ft Silty Sand; brown, moist, very dense; weathered Qva; seepage @ _. _5.oeet• Test Pit #4 — NW side of house o.o — 9.o ft Fill: Silty Sand and Sandy Silt; brown and gray, very moist, firm to med dense; cobbles to 9 inches; seepage at 4.5: and 9.o feet; 9.0 - ii.o ft Silty Sand; brown and gray, very moist, dense; weathered Qva; I? ZJ L U IZI Li V L K I I'l 1,11"I lit i I'll, 5 E; 7 2 Ref: Topogr2phic Sun-ey Jor Lot #5 of Hnrbor Ili l subdi,-:sion SITE PT 14.0 A N Prop,,,,:ed (7cx)per Kcsieence FrOjQeL No.; 03-186-01 Daley Place — Lot r.5 Cdmond!5, W:lshinE Robert 'al. Pride. Inc. Ref: Topographic Su -vey for Harbor Hills !bdivision prepared in November 2002 I CROSS SECTION Proposed Cooper Residence Project No. 03-i86-oi Daley Place — Lot #S Edmonds, Washington Drawing No. 2 Robert M. Pride, inc. Consulting Engineer III Robert K Pride, Lw- Proms CLC& NCE Pmparod by Date CALCULATION SHEET Chocked by „_4- Robert NL Qriae, dnc ORUCTURAL DESIGN 4W06ATES, INC. "ONSULTING ENGINEERS 5630 - I98TH ST. S.W. P.O. BOX 5366 LYNNWOOD, WA 98046 PHONE: (206)775.7434 Fax: 775-7435 June 25, 1991 City of Edmonds attn: Jeannine Graf 250 Fifth Avenue W. Edmonds, WA 98020 JUN ?ERMIT COURIER STREET FILE Subject: Residence•on Lot 6, Harbor Hills, Edmonds, WA - RESPONSE NOTES - Our ref.: Letters\93-250-6.rjh Dear Jeannine: Our response to Landau Associates, Inc. comments, dated June 6, 1991, is as follows: 1: All issues surrounding the reported "well" were closed with the construction of the Washington Department of Wildlife Hydraulic ,Rroject, associated with this site. Control Number 01-77845-01, -ated September 19, 1989. 2. Cascade Geotechnical, Inc.. and Structural Design Associates, Inc. have reviewed and accepted the submitted plans. No other approval by them is required. The garage located over the existing culverts is founded on deep-seated concrete piers. This construction is typical near or over water. 3. See response from Cascade Geotechnical, Inc. 4. See revised "Construction Sequence", sheet D-1, on the site plans. Geotech engineer will determine if, when, and where horizontal drains will be installed as the work progresses. 5. See new note on sheet D-1. The soils report is referenced on the drawings, therefore it is part of the construction documents. 6. See new proposed footing and sub -slab drain invert elevations on the Drainage Plan, and revised detail 4 on sheet S-1. Reinforcing at wall and slab openings is specified in the structural notes. It is unwise to place absolute invert elevations on footing drains as this could be interpreted to set the footing depth. Footings need to be placed on soils of the designed bearing strength which can only be determined at the time of construction. 7. See revised maintenance schedule and new clean -out detail on sheet D-1. STRUCTURAL ENGINEERING DESIGN A.ND INVESTIGATION 0 LANDAU ASSOCIATES, INC. Geoenvironmental Engineering and Technologies Z07— CITY C0* 0 BUILDING 1991 June 6, 1991 City of Edmonds 256 Fifth Ave. North Edmonds, WA 98020 Attn:. Ms. Jeannine Graf RE: PRELIMINARY GEOTECHNICAL REVIEW PROPOSED CLARK SINGLE FAMILY RESIDENCE LOT 6 HARBOR HILLS SUBDIVISION EDMONDS, WASHINGTON Dear Ms. Graf: In accordance with your request, Landau Associates has completed a review of the submittal associated with the subject project. This review was conducted using the requirements of City Ordinance No. 2661 and the Uniform Building Code as a standard for, comparison. Documents reviewed are listed in Attachment 1 to this letter. Our review of the documents indicates that some of the issues associated with the house and with the subdivision require resolution in accordance with City Ordinance No. 2661 requirements. Our specific comments are as follows: 1. 15 artesian well has been reported on the boundary between Lots 5 and 6, as shown on the original geotechnical report for the subdivision. Our August 14, 1990 letter o the city recommended an investigation and proper abandonment of this well in accordance with Chapter 173-160 WAC. We are unaware of the present status of this issue. 2. Seepage from the well noted above and other sources in the hillside east of the proppoosed structure formed a stream which crossed the site at the time of the original Fgeotechnical report for the subdivision (1984). At.the time of the geotechnical report or the Clark residence (Reference 7, 1990), the stream had been routed into three buried pipes (shown on Reference 2). Reference 7 states that Cascade Geotechnical (Cascade] had performed a limited review of this work and was aware that a Hydrologic Project Permit existed for it. It is unclear whether Cascade contemplated that the three pipe drain would flow under the structure when they made their recommendations. This is certainly not a standard construction practice and has many drawbacks which could be remedied by relocating the drain. If the drain is not relocated, the geotechnical engineer and design team Ieader for the house should review the design and construction of the dram and state that it is acceptable for the purposes of the -house construction. The City would then need to agree to waive the UBC/City Ordinance No. 2661 requirement that drainage be directed away from the building. 3. Horizontal drains drilled into the slope are recommended by Cascade in References 7 and 8. Reference 8 states that tentative locations are shown on an attached sketch. We have not been provided with this sketch and are not aware if the proposed locations shown on the Drainage & Grading Plan (Reference 1) are those provided by Cascade. Reference 10 states that hor►zontal drains should be field located by a Cascade representative during construction. We recommend that the City should require Cascade to identify those criteria which will be used by their personnel in the determination of the location and adequacy of the hillside drainage system. For example, if an excavation is made and some seepage is encountered, what criterion will be used to determine 2) if drains are to be installed, 2) how many drains are needed, and 3) drain locations, inclinations, etc. PO BOX 1029 • EDMONDS, WASHINGTON 98020-1029 • (206)778.0907 • FAX (206)778-6409 4. Depending� on the outlet elevation and location of the horizontal drain system, cons <derable coordination ma be required with the building contractor to avoid conflicts with other drains and the foundations, while meeting the criteria established for the horizontal drains. The recommended construction sequence on the Drainage & Grading Plan (Reference 1) is not clear concerning when the horizontal drains will be installed. 5. Dry weather construction is recommended by Cascade (Reference 7) but not required elsewhere in the construction documents. The City may wish to make this a condition of the Building Permit. 6. The proposed floor subdrains exit beneath footings and are below the footing drain elevations shown in some locations. In addition, floor drains penetrate foundation walls in some locations. We recommend that the City require a detail of the foundation wall penetration and that the applicant review the outlet locations and elevations for the floor subdrains and revise as appropriate. 7. Provisions for the ongoing maintenance of the drainagge facilities do not appear to have been made as required by City Ordinance No. 2661. Due to the complexities of the drainage at this site, a maintenance schedule is recommended as a part of the written plan required by the Ordinance. 8. Cascade references a Lovell-Sauerland topographic survey of the site dated March 14, 1990 in their eotechnical report, as does Structural Resign Associates on their Drainage & Grading Plan. However, we have been furnished with a survey dated June 1, 1989. The City should require that an updated survey be furnished for review. The updated survey should be accompanied by a statement from the surveyor that he has recently visited the site and that the survey provided accurately reflects current conditions. 9. Proposed/anticipated pile lengths are not shown on the construction drawings. Pile construction criteria are also not shown. Since four eotechnical documents have been prepared, it would be best to summarize p-de foundation requirements (including inspection) on the construction drawings. 10. Both au er cast piles and spread footings are proposed for use in support of the structuraE loads at this site. The stated reason for this use of mixed foundations appears to be primaril economic. No documentation of the differential settlement and other risks associated with mixing foundation types is present in the documents furnished. The City may wish to make sure that the owners are aware of and acknowledge this rl§k. 11. Cascade states on Page 3 of their Geotechnical Declaration (Reference 10) that their analysis and experience indicate that a low probability of movement exists on the site, but does not state the method of analysis used or show stability calculations. On Page 1 of that document, they state that such an analysis is not ap ropriate for the Harbor Hills Development. We recommend that the City re ques that if this analysis has been made, details be provided for review. Alternately, the statements should be revised. 12. The City should require a statement from Cascade concerning the Environmental Checklist. This is required by City Ordinance No. 2661 and Cascade requested the opportunity for comment in their Geotechnical Report. 13. The Environmental Checklist states that the project is a 3743 square foot residence while the plans indicate a 5096 square foot residence. The appropriate document(s) should be corrected or clarified. 14. The Geotechnical Report states that temporary excavation slopes of 2.1 should be used for construction. It is not clear whether a) this is the basis of the cut and fill volumes shown on the Site Plan, or b) this is geometrically possible at this site, LANDAU ASSOCIATES. INC. ppaarticularly along the, east wall of the garage where existing slopes are 1:1. Engineering design of a temporary shoring system is recommended in this are, particularly considering Cascade's statement that maximum cuts of 4 ft are allowed on the east side of the site. This maximum cut limitation will most likely be exceeded given the current proposed site grading. 15. The proposed permanent slopes along the east wall of the garage are such that the ground elevation may approach to within 1-2 ft of the eaves, creating easy roof access at this location. Thl<s is not standard construction practice and may pose some security and safety problems. 16. The laterial earth pressures shown in the 'Structural Notes" section of Sheet 6 of the House Plans (Reference 5) should be revised to reflect those shown on Reference 9, if appropriate. The structural and eotechnical engineer should be in agreement with respect to the appropriateness of the design parameters, particularly concern' a) rigid vs. flexible walls; and b) level or 2:1 or 1:1 sloping backfill. Basement walls and �e east garage walls are areas of particular concern. The City may wish to require a statement from the parties thaf these matters have been reviewed and are appropriate to the proposed construction. We recommend that the above concerns should be addressed by the appropriate professionals and that a resubmittal to the City should be required. Landau Associates should review the responses provided when they become available. Should you have any questions concerning this project, please do not hesitate to contact the undersigned. DMW/WDE/sms No. 74-28.10 06/06/91 ®MONMHARMRRPT 3 Very truly yours LANDAU ASSOCIATES, INC. By: Dean M. itYeP. WIE Senior Engineer and nn William D. Evans, CPG Senior Geologist LANDAU ASSOCIATES. INC. ATTACHMENT 1 REFERENCES 1. Drainage & Grading Plan; single sheet dated April 6, 1991 by Structural Design Associates, Inc. 2. Stream Relocation Plan, single sheet dated August 21, 1989 by Lovell-Sauerland & Associates, Inc. 3. Topographic Survey; single sheet dated June 1, 1989 by Lovell-Sauerland & Associates, e. 4. Site/Plot Plan; single undated sheet by McNurlen Design Group, numbered as Sheet 1, Job No. 9013 5. House Plans; stapled undated set of drawmgs by McNurlen Design Group, numbered - as Sheets 2 through 13, Job No. 9013; revised Sheets 3, 9 and 10 dated May 7,1991 6. Foundation Plans, 2 sheets stapled with House Plans dated April 6, 1991 and revised May 7, 1991 by Structural Design Associates, Inc., numbered as Sheets S-1 and S-2 7. Geotechnical Engm'neering Report dated August 23, 1990 by Cascade Geotechnical, Inc., Job No. 9007-21G . 8. Preliminary Design Parameters; letter dated January 23, 1991 by Cascade Geotechnical, Inc., Job No. 9007-21 G 9. Additional Preliminary Design Parameters; letter dated April 15, 1991 by Cascade Geotechnical, Inc., Job No. 9007-21G 10. Geotechnical Declaration; letter dated April 17, 1991 by Cascade Geotechnical, Inc., Job No. 9007-21G 11. Environmental Checklist dated January 21, 1991, prepared by Robert Hughes of Structural Design Associates, Inc. 12. Structural Engineer's Declaration letter dated April 17, 1991 by Structural Design Associates, Inc. 13. Liability and Landslide Acknowledgement letter dated March 19, 1991 by Michael and Barbara Clark 4 LANDAU ASSOCIATES. INC. MEMORANDUM May 23, 1991 STO: Dick Mumma Building Official FROM: Jim Walker, Hydraulics Engineer � r— 4v SUBJECT: LOT 6 - HARBOR HILLS SUBDIVISION 4,r:jjM1T COUNTER In an initial review of the Lot 6 - Harbor Hills building permit submittals, I believed that a storm drain line existed on the east side of the lot. After further review, I think that line should be considered a groundwater collection system. The line is basically a french drain system. It was designed to consist of three (3) 8" perforated pipes surrounded by 3/4" drain rock. (See attached HPA application sheet.) The french drain was installed under a grading permit issued by the City and a HPA issued by the Department of Wildlife. Phil Schneider treated the french drain as a replacement for the spring feeding the stream and not as a culverted stream. He does not remember any water from other parts of the site contributing to the stream on Lot 6 before the stream relocation and french drain installation occurred. Although I think the line should not be treated as a surface water drain, it can (as currently designed) carry surface water runoff. The rock sump at the boundary of Lots 5 and 6 can collect surface water runoff from Lot 5. However, surface water from Lot 5 will discharge to the stub provided and from there to the detention system once Lot 5 is developed. In summary, I believe we should treat the line on the east side of Lot 6 as part of the subsurface drainage system for the house. As such, it should not be required to conform to CDC requirements for surface water facilities. JCW/sdt Attachment c: Peter Hahn, Community Services Director Bob Alberts, City Engineer Rob Chave, Planning Manager Jeff Wilson, Planning Supervisor LOT6HRBR.SUB/TXTST530 • b� 7TTAL-) 2 / •� 10'�DRA1Ng6 / i' 10, I I V16 INV. 221.00 I I aP RUGr:T SOUND >\ ACH1NrRY DEPOT F-IV E ACFR . rr? AC rJ I 1 � � L✓NE r!7YP.i J EX. C_O._ TOP 231.98 T R A C T 3 17t,.ANT LIST G2TY. R-1�J�1T NAh�I� ACZ47- 6432l4I-A7um/\/INe_ MAF'L -F-ATAr= U VVJ,5 L Akh4AWTWagjJ 10_ AM�LAI.IGI-U�IZ �l-O�I1�A��.�.iZ.�(IGiz IFi G0121.I1JS S"fDi.ON IFS-A/�t�G�1�K R'�W � S GoizYws GortNaTA/►-s•Az��-�Iu-r /O NWLIONW p,dlt�l��l-IUM%Ot��I�ONF>tzAFj✓ . 5 �(Mist.JOtZIcA.izf��Al,J'.�uS1�N�kl�-!ZY .K�IL.1 Wlll-n NATIVE �)L: � I LTl;R_ FlNee j G .f ,d�/-e LANDAU • A ASSOCIATES, 4t% INC. Geoenvironmental Engineering and Technologies GREET FILE Mr. Dick Mumma City of Edmonds 250 Fifth Ave. N. Edmonds, WA 98020 RE: WELL ABANDONMENT POSSIBLE ARTESIAN WELL HARBOR HILLS SUBDIVISION ...EDMONDS, WASHINGTON -PERMIT, .COUNTER August 14, 1990 The Phase I geotechnical report prepared by Cascade Testing Laboratories, Inc. (December 5, 1984) for the above -noted project indicates the possible presence of an artesian well between Lots 5 and 6, near the 240-foot elevation contour. The location is shown on a figure in Cascade's December 1984 report. The Minimum Standards for Construction and Maintenance of Wells (Chapter 173-160 WAC), identifies proper well abandonment techniques in Sections 173-160-415 to 465. Copies of these sections are attached. Prior to development of 'I 5) and 6, Landau Associates recommends that the City request an investigation concerning the reported presence of this well. If the presence of the well is verified, proper abandonment per State standards is suggested. Specific questions concerning this subject can be answered by calling the Northwest Regional Office of the Washington Department of Ecology (phone 867-7000). Please call if you have questions concerning the above. Very truly yours, LANDAU ASSOCIATES, INC. By: WDE/sg William D. Evans, CPG No. 74-11.10 Senior Geologist % attachments 3 copies submitted EDM0ND6\HARB0808. Er P.O. BOX 1029 • EDMONDS, WASHINGTON 98020-9129 • (206) 778-0907 • FAX (206) 778-6409 E MINIMUM STANDARDS FOR CONSTRUCTION REGULATION AND LICENSING Ur' W ALL CONTRACTORS AND OPERATORS'':'', -.- WATER WELL CONSTRUCTION ACT11971) 173-160-365 So Auction and Maintenance of W' ell 41 (3) The well casing shall be swabbed and cleaned to remove oil, grease or joint dope. (4) All pumping equipment, sand or gravel used in gravel --packed wells and the well casing shall be thor- oughly sluiced with clean water and disinfected with a solution containing at least fifty ppm of chlorine for at least thirty minutes. (5) Prior to use for drinking purposes, sufficient dis- infectant (chlorine compound) shall be added to the standing water in the well to give a residual of fifty ppm free chlorine. The disinfectant should then be thoroughly mixed with the water in the well and shall remain in the well for a period of at least twenty-four hours, after which there shall remain a minimum of ten ppm free chlorine residual. The well shall then be flushed to re- move all traces of chlorine. If testing indicates a pres- ence of coliform bacteria, more stringent disinfection methods may be required by the department of social and health services or local health authority. (6) Chlorine is a pollutant. Allow the chlorine in the rinse to dissipate before discharging the water to surface water. This water shall be discharged in a safe manner consistent with the intent of the Water Pollution Control Act, chapter 90.48 RCW. [Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160- 365, filed 4/6/88.1 WAC 173-160-375 Quality of drilling water. All water introduced into a well for drilling purposes shall be obtained from a potable water source or be thor- oughly disinfected to assure noncontamination of the water -bearing zone. [Statutory Authority: Chapter I8- .104 RCW. 88-08-070 (Order 88-58), § 173-160-375, filed 4/6/88.1 WAC 173-160-385 Pump installation. All pumps and pumping equipment shall be installed in a manner consistent with the intent and purposes of these regula- tions. [Statutory Authority: Chapter 18.104 RCW. 88- 08-070 (Order 88-58), § 173-160-385, filed 4/6/88.1 WAC 173-160-395 Explosives. The use of explo- sives in the construction, development or reconditioning of any water well shall be accomplished under the direct supervision of an individual licensed under chapter 70.74 RCW. [Statutory Authority: Chapter 18.104 RCW. 88-- 08-070 .(Order 88-58), § 173-160-395, filed 4/6/88.1 N'AC 173-160-405 Chemical conditioning. The use of detergents, chlorine, acids or. other chemicals in wells for the purpose of increasing or restoring yield, may be used according to manufacturer's recommendations. (Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88- 58), § 173-160-405, filed 4/6/88.1 WAC 173-160-415 Abandonment of wells. General. (I,) Any well which is unusable, or whose use has been permanently discontinued, or which is in such disrepair that its continued use is impractical or is an environ- mental, safety or public health hazard shall be aban- doned. The abandonment procedure (as prescribed by these regulations) must be recorded and reported as re- quired by the department. (2) Wells that were not constructed in accordance with these regulations, or wells which are abandoned to allow the placement of potential sources of contamina- tion within one hundred feet of the well, shall be aban-y doned in one of two ways: (a) The casing shall be perforated from the bottom to within five feet of the land surface and pressure grouted. Perforations shall be at least four equidistant cuts per row, and one row per foot. Each cut shall be at least one and one-half inches long. (b) Withdraw the casing and fill the bore hole with grout, puddled clay, or bentonite as the casing is being withdrawn. (3) Piping of scaling materials directly to the point of application or placement by means of a dump bailer or tremie tube is recommended. If cement grout, neat cc- ment, or puddled clay is used as a sealing material below the static -water level in the well, it should be placed from the bottom up by methods that avoid segregation or dilution of the material. When used to place. grout, the discharge end of the tremie tube shall be submerged in the grout to avoid breaking the seal while filling the annular space. (4) If it can be verified that a water supply well was constructed in accordance with these regulations, and it is not being abandoned to allow siting of potential sources of contamination within one hundred feet of the well, it shall be abandoned. in accordance with WAC 173-160-420 through 173-160-465, whichever applies. [Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160-415, filed 4/6/88.1 WAC. 173-160-420 Abandonment of uncased wells. Uncased wells shall be backfilled with concrete, grout, puddled clay, or high -solids bentonite. [Statutory Au- thority: Chapter 18.104 RCW. 88-08-070 (Order 88-- 58), § 173-160-420, filed 4/6/88.1 WAC 173-160-425 Abandonment of wells --Aban- donment of drilled or jetted wells. A cement grout or concrete plug shall be placed opposite all perforations or openings in the well casing. The remainder of the well shall be tilled with cement grout, concrete, puddled clay, or bentonite. [ Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160-425, filed 4/6/88.1 WAC 173-160-435 Abandonment of wells --Aban- donment of gravel -packed wells. All gravel -packed wells shall be pressure -grouted throughout the perforated sec- tion of the well casing. The remainder of the well shall be filled with cement grout, concrete, puddled clay, or bentonite. [Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160-435, filed 4/6/88.1 WAC 173-160-445 Abandonment of wells --Aban- donment of artesian wells. A cement grout or concrete plug shall be placed in the confining stratum overlying tl a N t 8 i d ii k•n. 173-160 WAG-p tzl t4/c,/axl Construction and MaintenanceWellso 173-160-530 the artesian zone to prevent subsurface leakage from the artesian zone. The remainder of the well shall be filled with cement grout, concrete, \or bentonite. [Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160-445, filed 4/6/88.] WAC 173-160-455 Abandonment of wells --Aban- donment of dug wells. Clean chlorinated sand shall be installed to a point two feet above static water level. The remainder of the well to land surface shall be filled with clay, concrete, puddled clay, or bentonite. [Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160-455, filed 4/6/88.1 WAC 173-160-465 Abandonment of wells --Plug- ging of test wells. In the abandonment of cased wells in which the well casing is to be removed, the well shall be plugged as the casing is withdrawn. Test wells shall be abandoned in accordance with WAC 173-160-420. [Statutory Authority: Chapter 18.104 RCW. 88-08--070 (Order 88-58); § 173-160-465, fled 4/6/88.] WAC 173-160-475 Artificial recharge of ground— water bodies. Approval must be obtained from the de- partment before starting any project related to the arti- ficial recharge of ground —water bodies. [Statutory Authority: Chapter .18.104 RCW. 88-08-070 (Order 88-58), § 173-160-475, filed 4/6/88.1 PART THREE --RESOURCE PROTECTION WELLS WAC 173-160-500 Design and construct ion --Gen- eral. (1) No resource protection well shall be used for domestic, industrial, commercial, or agricultural pur- poses, unless it meets the minimum construction stan- dards for water supply wells. (2) No resource protection well shall interconnect sat- urated formations or aquifers. (3) Cuttings and development water shall be managed in a manner consistent with the intent and purposes of the Water Pollution Control Act, -chapter 90.48 RCW, the Hazardous Waste Management Act, chapter 70.105 RCW, and implementing regulations (chapter 173-303 WAC). (4) A well identification number shall be permanently attached or engraved on the inner and outer well cas- ings. [Statutory Authority: Chapter 18.104 RCW. 88- 08-070 (Order 88-58), § 173-160-500, filed 4/6/88.] WAC 173-160-510 Design and construction --Sur- face protective measures. (1) Every resource protection well shall be capped and protected using one of the fol- lowing methods: (a) If the well is cased with metal and completed above the ground surface, a lockable cap shall be at- tached to the top of the casing. (b) If the well is not cased with metal and completed above the ground surface, a metal protective casing shall be installed around the well. The protective casing shall extend at least six inches above the top of the well casing and at least two feet into the ground. A lockable cap shall be attached to the top of the protective casing.. (c) If the well is completed below ground surface, a lockable "water —meter cover," or equivalent, shall be in- stalled around the well. A protective cover, level with the ground surface, shall be installed with it waterproof seal to prevent the inflow of surface water. Drains shall be provided, when feasible, to keep water out of the well and below the well cap. The cover must be designed to withstand the maximum expected loadings. (2) The well(s), completed above ground, shall be protected from damage by one of the following methods: (a) Three metal posts at [cast three inches in diame- ter, and set in concrete, shall be installed in a triangular array around the casing and at least two feet from it. Each post shall extend at least three feet above and be- lowthe ground surface. (b) A reinforced concrete pad may be installed to prevent freeze/thaw cracking of the surface seal. When a concrete pad is used, the well seal shall be part of .the concrete pad. (c) A protective cover shall be installed when the well is completed below the ground surface. The cover must be designed to withstand the maximum expected loadings. (3) The protective measures may be waived, if' the well is inspected at least weekly and is located. in a se- cure area that is not susceptible to vandalism Or to damage. (4) If the well is to be protected by other surface pro- tection methods, the owner shall obtain prior written ap- proval from the department. (5) If the well is damaged, the well protection mea- sures and casing shall be restored as prescribed by this chapter. If the well is damaged beyond repair, it shall be properly plugged and abandoned in .accordance with WAC 173-160-560. [Statutory Authority: Chapter 18- .104 RCW. 88-08-070 (Order 88-58), § 173-160-510, filed 4/6/88.1 WAC 173-160-520 Design and construction--Cus- ing. The casing shall be nonreactive with the subsurface environment. The casing shall not effect or interfere with the chemical, physical, radiological, or biological constituents of interest. All resource protection well cas- ing shall conform to ASTM Standards, or at least 304 or 316 stainless steel, PTFE, or Schedule 40 PVC cas- ing. Glued casing joints shall not be used in areas of known or potential contamination. [Statutory Authority: Chapter 18.104 RCW. 88-08-070 (Order 88-58), § 173-160-520, filed 4/6/88.1 WAC 173-160-530 Design and construction -- Cleaning. (1) When drilling in known or potential areas of contamination, the drill rig derrick and all drilling equipment shall be steam cleaned before and after well construction. (4/6/88) [Ch. 173-160 WAC-p 131 I II `1 D^ I� .P I :,. IN KEYSTONE DR RI 4Q.. rTOr40 . TOP-2JS.0 � A TOE-23A5 Y A • EN. %RlC Q VN � VM .s . IN 3nsnNc 5• sD y YARD ORAR1. ` yR IOTEcna R)cnON ��` M w � T � I 'At t4 COOPER RESIDENCE 44 °� ROOF DRA,,,. CITY OF E D M O N D S V 9°'13 N N I N G ,� » = 20 �oN e. 0-,�k. 3)-� "'�/ czx-QGS . Zone 1?5- Corner Flag, —� Sjtbagkk BeguireA Actual Front. Sides to Rear Other -- =- '11CROFILtd TO Im • A KEY57 T" OR 0 TOw R TOP.2JS.0 ; .. TOE- MS n i IER mr a • . E%. POWER e /ME UN E%ISTRRO a' SD TO YARD ORM. , I ROTECIM io TRWIM t Ez HOUSE ,!1 • ' COOPER RESIDENCE E%. SSCO RI4 2J1.•9��`` 237s9 • i PVCRDor CITY OF EDMONDS A f' VL 6iP"SycPLANNING ,� » — 2 0 v cs Zone I?S— Corner Flamm S tb eggireg Ac u Front. Sides Rear Other Het -* COPY ",IgRonov 1,60 ml - 0 N86'34•28•w i 66.95' - I 10' BSBL r �-- I /- iJ W it , r/ C \L �I � r • � , I d FRIVACY FEE N. `` , �I ✓C , , / 1 , I I / I 1 117\DALEY PLACE,, • 1 i LEVEL 1-236.0 /I I LEVEL 2-213.33 LEVEL 3.2320 LEVEL A-23j.0 • 'O ^ i , `1`1 ,'1 LEVEL 5-2620 i I 1 LEVEL 6-266.0 2 KEYSTONE OR ROCKERY 70 t6E11 4. '1'' .\• �,I `` ,1`11 1`11 `` ```` ``1 KEYSTONE OR Y To 3' HIGH" P •'\ i ,``1 \ . ` 1 . STOP-283.3 ` `� �/ \� ` No . 23a ril •.•• '`'� '.«\ ` 11 ,,\ ``KEYSTONE OR ROCK�Y TOE-2623 , `` ^1 ` `` / G .. e. :•, .. \ ,`` CARAIX 1 ;' � ` TOP-257.0, `1�\ `,` FF.x39.00 '11 `1 \. TOE-25E.0 KEvsraNE OR ROCKERY `�` \ \``�� $•t1 `` '� `�`\ IN, 70C-249.0 .a / • - . �y ' 1,`. ' : � ,: `� :. �' 1 \ 70E- i -� a```i�j��\ `�r/ 1 `1� r 1`\ `11 ` ``� EX. PO*ER •$. b.. , '. F •' ''J. \ .\ 6G ��.\ `b\\ ` ` \ ��i11`! ` `1 ` ````� �O vN l:pl~GiETE • A' 1 .+ '' s' DRAM %>B• DRIVEWAYO / / 1•D• PRIWACY r ti� Zone Corner Flak,_ ,� aLsNc i2�-- Setbacks Required Ac ua1 )RAIN. 1, ��, o •D•�`, Front V 1 b \ 1 1 E%. BLOwiOFF 1'L Sides I.Ell i� D ILo. 1 1 ` tRear a -7/OUSERu Other ,Z--- -- — �. E%. SSCO \ Hey t i RY 231.W f EL- 23La9 ` I{ L`� - ��� COOPER RESIDENCE \\ EA 6'PVC ROOF DRAIN, APPRO%. LOCATION • wN CITY OF EDMONDS RECEIVED v 1 " = 2 0' ocT -1 2004 / �CITCP1 PERMIT COUNTED �yGoS ry /r r r , r , Ir i i r r \ i I 1 1 1 1 1 0' PRIVACY I i 1 I 1 1 1 1 1 1 �1 230 1 1 ll J 1 i 1 ' r • I �8 a• KE'hTdK OR aoaccRy r TO X HIGH G - 2-0�' EX. BLOw10iF �w 4 l �J EX. HOUSE 11 741 MID ��NTFR RIY 231.♦9 1 �/ EL - 231.♦9 11 1\II 7 ♦ �, 4. COOPER RE \\ EX. R RODE DRAIN. APPROX. PROX, LOCATION D ♦ WN CITY OF EDMONDS 1 " = 2 0' q -�y-owl CITY C®1)"AL7 s +DATE RECEIVED Sk 1 : PERMIT EXPIRES ' CITY OF EDMONDS USE ZONE- PERMIT :' )-. �.. al-k i ��'`�r-/� NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS jJ Jb �, OWNER NAMEMAME OF BUSINESS Qa,E r-' PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. MAILING ADDRESS �< (_C 1., " (% LID FEE $ 3 O /� f f 1 � o �� ! ' PUBLIC RIGHT, OF WAY, PER OFFICIAL STREET MAP 1. Approved RW TE RW Permit Required r7i CITY ZIP TELEPHONE EXISTING PROPOSED • Street Use Permit Req'd [3-'� Inspection Required Sidewalk Required Z) y O G+ �/ i �,1 REQUIRED DEDICATION FT underground Wiring required NAME METER SI E LINE SIZE NO. OF FIXTURES PRV REQUIRED O I I I YES ❑ NO ❑ Q REMARKS w Z _ ADDRESS _ V OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE O Q I�� r�•)i\)1 �� w%iG'(i w . CITY ZIP TELEPHONE '+ / ' h - i� (� :�01,irt_ 0 &1,1 1 Cot 4) i vve NAME //.,,,//�yy �! ](} I % 0UfffWV5 i Il/j CB 4-M.i^ 1 rJ - ENGINEERINGREVIEWED BY DATE ct ADDRESS t /� L Q� ], I )Ld I f S �• AJ 'C - pC J CITY FIRE REVIEWED BY DATE W¢ o po t `Tli-)rk TE TELEPHONE O (' - n rn 0 � STATE LICENSE NUMBER EXPIRATION DATE CHECK By VARIANCE OR CU SHORELINE OR ADBp INSPECTION REO'D BOND POSTED -•--•7 Z / //� /O """'r."",�..' "".."...,.....�' � OYES ,�10i3O $ •--•-,.^-"""" Q PROPERTY TAX ACCOUNT PARCEL NO. SERA REVIEW COMPLETE EXEMPT SIGN AREA ALLOWED PROPOSED HEIGHT ALLOWED PROPOSED W Cho 7 4- O U D co �� v EXP ;t NEW RESIDENTIAL E5000PLUMBING I MECH LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR z ' ADDITION COMMERCIAL ❑ COMPLIANCE OR ❑ -, y 10 I �I torIC(r LOZ❑ ❑ REMODEL ❑ MULTIFAMILY CHANGE OF USE ❑ SIGN PARKING REO'D PROVIDED LOT AREA PLANNING REVIEWED BY DATE FENCE ❑ REPAIR ❑ 11IL CYDS ( X FT) TTT❑��� REMARKS "❑F DEMOLISH TANK ❑ OTHER eARAGE _04RETAINING WALL ❑ FIRE SPRINKLER u CAaaQa&► u ALARM C s R89WZ- FIRE (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: CHECKEDBY TYPE OF C NSTR CTION CADE f OCCUPAN. U aG IM/4� .1 - 1 j GROUP C NUMBER OF NUMBER OF DWELLING CRITICAL AREAS /1 SPECIAL INSPECTION AREA OCCUPANT OSTORIES UNITS NUMBER (��II REQUIRED YES LOAD DESCRIBE WORK TO BE DONE f REMARKS O PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION RECI'D Z o mA.,n twor 22-oo A uc,rG 1_.1- ' � m -2-V,C Fr -�(oor ope VALUATION j a SR M.*,n 4- 0 , $ - Description FEE Description FEE Plan Check State Surcharges HEAT SOURCE GLAZING % < C a LOT SLOPE % Building Permit City Surcharge PLAN CHECK NO: f p 1 r VESTED DATE Plumbing Z. Q Base Fee lJ 'Mechanical® P �d THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN SIDEWALKS, Grading (, (CURBS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE p. SEPARATE PERMISSION. Engr. Review ,< 2015, ' w PERMIT APPLICATION: 180 DAYS a PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection il %� SEE BACK OF PINK PERMIT FOR MORE INFORMATION L/ y 'APPLICANT ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review. Plan Chk. Deposit . C] 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 Fire InSpectlOn Receipt # G A DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY 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 -7c" a, = NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.` Recording Fee Receipt # 4 1 1 ,L 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 APPLICATION s APPROVAL THE OWNER. I AGREE`TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED 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 18.27. OFFICIALS SIGNATURE j��AT SIGNATURE (OWNER AGE � DATE SIGNED ." . I .(425) 2. x_ 771 -0220 I AS B ATE ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL EXT 1333 fiL_f A FINAL INSPECTION HAS BEEN MADE AND APPROVAL, -OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL -FILE YELLOW. INSPECTOR i PINK -OWNER GOLD -ASSESSOR 09/03 ei PRESS 14ARD -YOU ARE MAKING 4 COPIES CITY OF EDMONDS BUILDING DEPARTMENT WORK___ W2006 Edition IRC w/WAC Amendments ADDRESS % 132006 Edition IBC w/WAC Amendments CWNr�d✓c�'� _-- 132006 Edition L1FC bvMAC Amend -mats and Appendices A. E, Q 1 Ari=^nGl�=3DA3 ®2006Edition 1 C vv/% AIC Axrwndments �LCO. C. di{ L 132006 tjon 1FUC w/WAC Amendments — - 132006 Edition 1F'C vv1WAC Amendments p � � �, � ��i' NUMBER 132006 • iliion VIA.Q WAC 51-13 02006 F.,dition WSEC WAC 51-11 --- --=- —_ l/ — APPR D �V 12-1 I y } A PLN 3�G PREP°�� `f oe F � (CsDA�-) '. Np9'3•'2a-w , 4 CI o •E • J p / rr 10' OSBL r r -A�/t •IF�� AN X \I1 It f7,',7 DALEYPLACE- LEVEL 1-236.0 /1 LE\EL 2-243.33 . / ' i LEVEL 3-232.0 w i LEVEi A-2sa.0 LEVEL S-2a2.0 `.\ ` `♦ `.\` I ` ' KEYSTONE OR ROOKERY LEVEL a-26a.0 ` I ``• 6* .~; / • \ \ �. ,'`, `'� \ KEYSTONE OR ROf](!R 2' TO T N10N'1 i' .. . `TOP-2aa.3 KEYSTONE OR `ROOKERY TOE-2a2.3 ` 1�/ `� •n, ` ``' ` � � ' . 34.5 a .�.•4. •F. 1 1 2' Tp 3•P-237\ 1 1 i '�!• \ '1 CARAfZ `` ` TO.0. `c 8I \'i. , KEYSTONE OR ROOKERY i. :\'•.� \ TOP-240.0Z TO 31 HIGH EX, PAR .�' S=! '•:.''��Y -.9����`�\4 ••1\ yjNEs �yG M ``.\\L \ '`VI 1 vN CONCRETE • .. 4 „ e. a•N" ��•j6 E /i TNF \ (/) .f�(L/ a •'y O `• DRIVEWAY 5 ap1O` �`` ``` OIS' PR)VACY 1 ✓" , o° �e�• .air /f �/ ` ppatOS9 fEN / AS •• ' 1 o b'�` - SLOWIOFF a \\� �a, City of Edmonds onds Building DePzften 4 v Ex. 231.ep 4. ESL 231..p \ • I - 1 � ,'/ W A • \. _ \ • Ex. a'PVC ROOD DRAIN, •PPROx, LOCATION • wK CITY OF EDMONDS RECEIVED » > = 20 MAR 25 n / RLE BUILDING DEPT. �ol\ TREET City of Edmonds Permit No: RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: A. Address or Vicinity of Construction: B. Type of Work (be specific): C. Contractor:— Cl1 Fly'ri%/J Mailing Address: S' Wj, Kit — State License #: [) (\) ( ,/���� �'8Z City Business License #:4 f" D. Building Permit # (if applicable): OQ04 - 0 Q 1,0 E. ❑ Commercial ❑ Multi -Family INSPECTOR: Contact: :T�o ce C (7 V:P r'` Phone: q2)5- 9??- o �3 3�1) rso(p L+-12, '� (oy Liability Insurance: wyu W r: Side Sewer Permit # (if applicable): ❑ Subdivision ❑ City Project ❑ EUC (PUD, VERIZON, PSE, COMCAST, OVWSD) Single Family ❑ Other F. PAVEMENT CUT: ❑ YES OINO G. SIZE OF CUT X CONCRETE CUT: ❑ YES E2'NO G. ❑ Mail Approved Permit ❑ Call for Pickup APPLICXNT TO READ AND SIGN INDEMNITY. • Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, 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 but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason ofgranting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday - NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE AT ALL TIMESFOR INSPECTIONS Signature: Date: 6/3 o % l� (Co actor or Agent) `£ ' a t r'y.', ua^'_.:,�, .4.•a:fi � -r'> NL*.17 ep - ^� ^t',r k; ?. - •rr. ;.'.' OYrY` �'W t rr� L °Approvediby aVri.', I:Sa a a a ght way�Fee ., '"Time Authorized Void After' mC�rtt'' . /' 30 ''/;>ZQ'JS'''; Disruption Fee%Funtl'al'lvl �. 1 '. ,' - � _,. ; . ." 5 ' d ' Y^ t S r �'P T V - '. 7 5 a` ...• �1 Y d ':3T = �4 - :f fJ M1 `:4> Crr � J 2 1., y- 't Special,Conditions:L4 r rt {� w ,s; n nspectioFee {:i, ,L ; >';. � . � G� r :�'� -... .. L�L,r�' :� °' �.` , K`� t� •t ' � r , .Total°Fee: ' �.�Z�d.`J'1 i by l S 5 1 3 N Il%'� \ .7111w \� r r r I M�t [ `r J wMOW :::'.a., p ry p ty� P} S a 1 t t Receipt��o 4.`, y< �i a �.�. r.t { „h S. -,�. "u I ;�•:., Y �.�o :ft t �•q. a,.r t� 5 . s. f. :.5 • '.' '" c. %' ..+ J .. r IS5Uetltby� r '+- v::i�.� i'T `J'•`t, r a .t" .. F a' ( t.� ^ J •! 3 TT�' 1 J i --^rsr r r i•T n ,5. .3 Y4. r:i REQUIRED INSPECTIONS: Call 425-771-0220, Ext. 1326 for a 24-hour voice -recorded inspection request line. FINAL APPROVAL OF PERMITTED WORK: DATE: Inspector's Signature 1 WORK SHA1,1, BEGIN "PRIOR TO 13'ERMIT ISSUANCE C:\Documents and Settings\CutiisNy Documents\Fotms\Engnrng\ROWpermit_ doc Revised 10/01/03 r I LBO-) 1 _ 7 R r\ C 7 2 3 LLl !� ttl N 5 6 -- 89• 34.° 28" w 3y5 S — — —/ Lt- 30' 30' u U W I -OI'58.00' µ,}me 1(08.00' 68.95' 7 � I. I!! —� N ('1 N N F— 0 J 1 - c tLl 0z2 co lo' Z �APp 0x 0F WATE �O - i / L� tip W U 7 lo' i p i ��.. `,pco J o i I oz ! , - I \ s 9_ 6 LL =� I 6' I Q _ Q 12 ,021 N ,D' S Li l 1 9C 0 \ \ 00 m 12 3S 1 AWN 13,222 12,03�1 P m \ - lA� w r— EX IS' PRIVATE I OQ O UTILITY EASekAENT NW-i (A F NO. 8810170045) Z------------ ----- .32,3 i N \ D• 44.4/'g� o�,}jO —N 89' 34' 28" W — �6. d. i 010 0� ,Q, \\ p .1z '�� / I 0 90. 00' p .V 3, S b Q \. _ cn EXISTING �o' T 20 I !--- � �2\`'�es� 39, <pC1PQ. o� \OO So ! ; RAC r 3 WALKWAY EASE► F=W m ! �' WALKWAY 3, \ � ri � , � OP � Q'� 2 �� �(1 (A.F. NO. 8610170045) cry ! EASEI 1 _WT \ QQ \ ti C. 9. 0�g, G R \d, 0 - - ! 9 �lOs Sys\ �� ��0 3% I Q �Q J r R -AC r r ! 12,007 5\ I 3� a 4z- ?- 12,003cp- N � J 1 I ��, ! O`er 0 (! IL Q _ 00 p=ICI°28'34" \ Q IF--� 13' PRIVATE UTILITY V 20' ( EG"'T .FOR LOT 10 \gyp, ��..�� L = 19 50'-- 48 \ _ I 1 LiC" 3 3 N N OQ; \ 12' t: ti6 .SS \ ti ^� rr• AV` Lr GJC72•Q Q6• �� 94� l }. `D r2q /a` Q ( Q' 0� ( NNS 4S0.w1ii0 d 25' J ° O .p6^b�� O O Ci ' l 2! z- a TYPICAL WATERGOURSE I SET&AGK LINE -REFER / ry1 0 TO SETBACK RESTRICTIONS 10 CO / 5% v Q , N 7702� — _ Ltl I ON THIS SHEET � I I2,00I / 2p Q C1 7c). c� 5 "vv 3, ! 101 7' UTILITY / \ A'S \ \ I I EASE►AENT 12,0 Ut°. �' C' % I \ O r--SETI3AGK LINES --� TYPICAL q 1.�� ice/ s 13,072 O — - -- -- — / 30' 30' 104.00 -,. 17.32' R '��, 0 / �; op; �N � z — — — — — . — — .. —� 270.00 p --O -- ------ _ o 23.56' 1a8.90., 89.95' - 244.0'- „ 44' N 89° 50' 54" w 4c1�1.45' j I 5.00 6.EX. 20' PU.D. NO. I OF SNO. CO. \ IS' SANITARY --' ELECTRIC TRANSKAISSION AND I DISTRIBUTION LINE EASE{, GWT 1 I SEWER E4SE1.1ENT (A.F NO. 1297742) r flZr cA 30 J W O O 6 ui /Lu N 12 N��Q pz0� I / I �— ova QUO U o-�� \ SCALE : ' 1 "=10' 5 0 15 0 10 J )o EX. 6" SIDE SEWER CONNECT PER CITY STANDARDS ° a d a , KEYSTONE OR ROCKERY 2' TO 3' HIGH -� V' d a / TOP=235.0 r TOE=234.5 / / / ° EX. POWER TELE \ WM r EX. 3/4" WATER METER CONNECT PER"z- CITY STANDARDS \ \ INLET DRAIN INLET CB TOP=234.0 \\\ IE = 230.0 \ FIELD LOCATE EXISTING 6" SD AND EXTEND TO YARD DRAIN. PROVIDE CB PROTECTION \ DURING CONSTRUCTION \ w \ w \ �y \ w EX. SSCO RIM = 231.49 55 SITE DATUM EL. = 231.49 ` \ 55 \ 55 4 4 CONCRETE DRIVEWAY 8.0% MAX. \ 1 \ EX. BLOW,OFF L 0 1 1 1 I - 1 I 4 1 I 1 I \ I \ I a• \ 1 4, `\ IN SE1 /4, NE1 /4, SECTION 24, T. 27 N., R.. 4 E., W.M. 0 N88'34'28"W r� , 63.95' /i ----- �---- i / TOP=268.0 i 1 TOE=265.5 / 10' BSBL l lr rr i / i TOP=270.0 i i i i N TOE=265.5 I I ( r 1 \\ 1 1 J N J l 1 I J / OD i0 r 1 6`Ir // r / >1 TOP=270.0 6' iPRIVACY I I 1 / / �� TOE=265.5 FENCE I I I I 1 J 1 EROSIONS CONTROL ' i 260 1 i / / y II ( / / l� i i i rl FENCE (TYP.) i 11 ; / 't t �-258 tl \� / / 1 1 i I'i lil '1 / 1 l J I m \ O , \�11TOP=270.0 II `Ni o to o\ TOE=265.5 �O 0,11 ;� t '1 ; / ' I k KEYSTONE/ROCKERY WALL DESIGNS BY ROBERT \ \\ \ \ 70 \ \� �` 'i i i M. PR'DE, INC.(425)814-3970, SEE GEOTECHNICAL EVALUATION REPORT. ?4 \0\KEYSTONE OR 'ROCKERY tt TOP=270.0 4' TO 6' HIGH ;\ 1 TOE=265.5 WITH GEO-FABRIC TOP=270.0 TOE=265.5 #1117 DALEY PLACE, '\ \\ LEVEL 1=236.0 r \ , LEVEL 2=243.33 r \\ LEVEL 3=252.0 LEVEL 4=254.0 LEVEL 5=262.0 LEVEL 6=266.0 \ '\ '1 `\ \\ \ \ \ � �� `\ � tam \ a \ ` \ '•\ � � y� ' \TOP=270.0 \ \ \ \ \ \ \ •TOE=265.5 \\ KEYSTONE OR ROCKERY Al- 2'. TO 3' HIGH \ eSB\ ` \ TOP=26 \\ \ \\ KEYSTONE OR ROCKERY TOE=262.5 2' TO 3' HIGH\, \ GARAGE \\ ` TOP=257.0 \ I I \\ FF=236.00 1� �\ \\\ TOE=254.0 \ 1\ KEYSTONE OR ROCKERY �� \ `\ `\ `��' `ao• `, \ 50.2 ` t\ 2' TO 3' HIGH `\\ \ N \ O \ \ \ TOP=249.0 \`\ �\ \ e I \ TOE=246.0 `� ai7� \ \ \\ ` `� ` \ \\ \KEYSTONE OR ROCKERY ` 2' TO 3' HIGH `\ `cP0 \\ TOP=268.5 _ \ TOp= 5. \` \` \\ TOE=265.5 TO F264.0\ \\ `\ \ \ � � r� •--r--�a g DRAIN E / \ \ \ \ \ \ \ \ � -� `\ T P, 7` 0 \\ \ \\ \ o T E=2 .0 t' �" r \ \ ` r TOE4-250 0 p - J i ' CASP RS ST co / Z cJ ok z > - / > Q ' a DALEY iT- i i o O > C J / I t o rn t 1 1 \ \ t VICINITY MAP SCALE: 1 "= 2, 000' GRADING QUANTITIES: TOTAL CUT = 1,500 C.Y. TOTAL FILL = 50 C.Y. THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE, AND ARE SHOWN ONLY FOR THE PURPOSE OF OBTAINING A GRADING PERMIT AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES. NOTES: 1. EXISTING UTILITIES ARE SHOWN PER AS-BUILTS AND OWNERS RECOLLECTION. CONTRACTOR TO VERIFY UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY. CALL BEFORE YOU DIG: 1-800-424-5555 2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED D,:! ENDING ON EXISTING UTILITY LOCATIONS. 3. CONNECT ROOF DRAINS AND DRIVEWAY INLETS TO DRAINAGE SYSTEM. Err IW6) $4 hlV /1) 9D11,94/C67 4. CALL ENGINEERING DIVISION (771-022OeFOR A INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS. 5. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEM ON PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORM PIPES MUST BE FLUSHED OUT AND REMOVED FROM THE CATCH BASINS TO ALLOW PROPER OPERATION. 6, CONTRACT SHALL READ AND ADHERE TO RECOMMENDATIONS OF THE PROJECT'S GEOTECHNICAL INVESTIGATION BY ROBERT M. PRIDE, INC. (425)814-3970. Z \ 6' PR)\VACYOv FEN�E t \ TEMPORARY tv \ CONSTRUCTION ENTRANCE o 4" TO16" QUARRY S'P ALLS l \ \ ' --EX. 6"PVC ROOF DRAIN, APPROX. LOCATION CONSTRUCTION SEQUENCE 1. CALL THE ENGINEERING INSPECTION LINE (425-771-0220 EXT. 1326) TO SET UP A PRECONSTRUCTION MEETING AND 24 HOURS IN ADVANCE FOR INSPECTIONS. 2. CALL FOR UTILITY LOCATIONS (1-800-424-5555). 3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN. 4. FLAG CLEARING LIMITS. 5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED) 6. CLEAR SITE PER THIS PLAN ( ROUGH GRADING). 7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA REQUIREMENTS. 8. MAINTAIN DUST CONTROL DURING CONSTRUCTION ACTIVITIES. (KEEP EXPOSED SOILS MOIST BY SPRINKLING WITH WATER) 9. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.). 10. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION. 11. HYDROSEED AND MULCH ALL EXPOSED AREAS. 12. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION MEASURES ARE INSTALLED. WATER & SEWER INSPECTIONS REQ'D CALL 425.771.0220 EXT.1328 ACCEPTABLE TIGHTLINE MATERIAL -. SDR 35 SCH 40 N -12 F810 RANCOR APPROVED AS NOTED APPLICANT DAVID AND BOKHEE COOPER 15007 61ST PLACE NE KENMORE, WA. 98028 PH.: (425) 482-0533 ENGINEER SITE CIVIL: LOVELL-SAUERLAND & ASSOCIATES, INC. 19400 33RD AVENUE SUITE 200 LYNNWOOD, WA. 98036 CONTACT: ROBERT LONG, P.E. PH.: (425)775-1591 FAX: (425)672-7998 GEOTECHNICAL: ROBERT M. PRIDE, INC. 13203 HOLMES POINT DRIVE NE KIRKLAND, WA. 98034 PH.: (425)814-3970 SURVEY DATA SURVEY INFORMATION PROVIDED BY: DAVID B. WEST JR. & ASSOCIATES 18608- 117TH AVENUE SE SNOHOMISH, WA 98296 PH.: (360)668-9919 LEGAL DESCRIPTION LOT 5, PLAT OF HARBOR HILLS, CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON. SITE ADDRESS 1117 DALEY PLACE EDMONDS WA TA #007749-000-005-00 TEMPORARY C;UNSTRUCTION ENTRANCE REQUIRED APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEER BY ENGINEERING Date: �l1f, el, f e- SITE DEVELOPM N E T PLAN T' r 36508 OVAL a. EXPIRES 8/17/04 MAY 6 2004 F 0 R PERMIT C pU COOPER RESIDENCENTER IN SE1 /4, NE1 /4, SECTION 24, T. 27 N., R. 4 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON REV 01 PER CITY COMMENTS //6 •/ 4�/ Zey jo/tiq RLL 3-25-04 IN SE1 /4, NE1 /4, SECTION 24, T. 27 N., R. 4 E., W.M. GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO W.S.D.O.T. CURRENT EDITION STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN (W.S.D.O.T. 2002). 2. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE PLACING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLING. 4. THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE FOR ALL INSPECTIONS OF THE SIDE SEWERS AND WATER SERVICES. 5. UPON COMPLETION OF THE SITE IMPROVEMENTS AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH HIS CONSULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR OTHER PERTINENT INFORMATION. 6. UNDERGROUND WIRING REQUIRED WITH STREET LIGHTING (PRIVATE). 7. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT. 8. THE CONTRACTOR SHALL ARRANGE FOR AND MAKE AIR TESTS OF SANITARY SEWER AND SEWER CONNECTIONS UNDER THE SUPERVISION OF THE CITY ENGINEER OR HIS DESIGNATED REPRESENTATIVE. LATERALS TO BE 6" CONCRETE PIPE, OR P.V.C. CONFORMING TO SDR 3034 STANDARDS. 9. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF. ASSISTING THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THAT MAY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO UNDERGROUND FACILITIES RESULTING FROM 'HIS OPERATIONS. 10. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER. 12. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH W.S.D.O.T. CURRENT EDITION/A.P.W.A. STANDARD SPECIFICATIONS OR AS DIRECTED BY THE CITY OF EDMONDS. 13. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE. 14., ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVING. 15. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 16. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION. 17. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION. 18. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING/EROSION CONTROL MEASURES ARE EMPLOYED. 19. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8", 12 18", 24" & 36" INCLUDING DETENTION PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 20. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO - SEEDER, OR AS OTHERWISE, APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. 21. PIPING SPECIFICATIONS AS NOTED. 22. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT #1 (ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION AND CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWER SHALL CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. STANDARDS. EROSION AND SEDIMENT CONTROL (ESC) NOTES , 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AGGREGATE: 4" - 8" QUARRY SPALLS ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE 8-12 INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. IN i 15' MIN. `oo TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 4" - 8" QUARRY SPALLS N.T.S. ADAPTOR SKIRTTE RETRIEVAL STRAP TRIM TO WITHIN 3" - 5" OF GRA IN `-OVERFLOW BYPASS FOR PEAK GEOTEXTILE FABRIC STORM VOLUMES SEDIMENT ACCUMULATION NOTES 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL . 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO THE CATCH BASIN. CATCH BASIN PROTECTION N.T.S. NEWLY GRADED OR DISTURBED SLOPE ATTACH FILTER FABRIC TO POSTS WITH WIRE RINGS OR STAPLES INSTALL PER CITY STD. DETAIL E1.1 2"X 4" DOUGLAS FIR SUPPORT POST \ FILTER FABRIC 6" EX. GROUND 18 MAX. '-�-I 15 MIN. ' b ibb "MIN. 8" to 1O' SECTION 8„ MIRAFI 140 OR EQUAL FILTER FABRIC I Ili 6" 18"MAX. 15"MIN. 4., 8"MIN. 2"X 4"DOUGLAS FIR EXTEND BOTTOM OF POSTS ® 3'0.C. MIN. FILTER FABRIC INTO ELEVATION 4"WIDE X 4"DEEP TRENCH FILTER BARRIER - THIS SEDIMENT BARRIER MAY BE CONSTRUCTED USING BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER FABRIC. IT IS DESIGNED FOR LOW OR MODERA:,TE . FLOWS NOT EXCEEDING 1 C.F.S. 1. THE HEIGHT OF A FILTER BARRIER SHALL BE A MINIMUM OF 15 INCHES AND SHALL NOT EXCEED 18 INCHES. 2. BURLAP OR STANDARD STRENGTH FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGTH OF THE BARRIER TO AVOID THE USE OF JOINTS (AND THUS IMPROVE THE STRENGTH AND EFFICIENCY OF THE BARRIER). 3. THE STAKES SHALL BE SPACED A MAXIMUM OF 3 FEET APART AT THE BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 8 INCHES). 4. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 INCHES WIDE AND 4 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER. 5. THE FILTER MATERIAL SHALL BE STAPLED TO THE WOODEN STAKES AND 8 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. HEAVY DUTY WIRE STAPLES AT LEAST 1 /2 INCH LONG SHALL BE USED. FILTER MATERIAL SHALL NOT BE STAPLED TO EXISTING TREES. 6. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER MATERIAL. 7. IF A FILTER BARRIER IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SWALE, THE BARRIER SHALL BE OF SUFFICIENT LENGTH TO ELIMINATE END FLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AND ARC OR HORSESHOE WITH THE ENDS ORIENTED UPSLOPE. 8. FILTER BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. RLTER BARRIER N.T.S. M APPROVED "FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEER APPROVED By ENGINEERING Date:___„__�lr�. SITE DEVELOPMENT DETAILS �`cr FOR MAY 6 Z604 COOPER RESIDENCE PERMlrCOU NT�a 04 /3 • IN SE1 /4, NE1 /4, SECTION 24, T. 27 N., R. 4 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON REV 01 PER CITY COMMENTS RLL 3-25-04 1 L L 1 APR E D MAY 6 2004 PERMIT COUNTER lll-7 Dab ���o m�M rQ 841 pL , -1 " --r l, "i IT - ," _,� , N Clit'liIk I, _� It"' ;f , " , %"� '7I't 'A, III& , ;il4 1 I 4 " '__ , All, , , , , , . �� I ��� It , ,,"";, , , . , , , I'— 7 Ek, tinlilt�,�,,, . '94 l4x�i rT� .1 111. I � iw " t � , III 't'i �I 'Iik!,�t.]`!'�. 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