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1110 DALEY PL.PDF11111111111111 10704 1110 DALEY PL ADDRESS: TAX ACCOUNT/PARCEL NUMBER: on -i m u OD D 1 n o BUILDING PERMIT (NEW COVENANTS (RECORDS; On CRITICAL AREAS "IDS" DETERMINATION DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: -1 / ( 0 1 q 2 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: oc Conditional Waiver 0 Study Required ❑ Waiver SEWER LID FEE $: LID #: `7-17 SHORT PLAT FILE: LOT: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED:�- STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: CI U 4ee 4W 6 piyiflo-1411H19- / 1 ^ Co1cp/rk &PZ4Wb/44' cWii LATEMP\DSTs\Forms\Street File Checklist.doe FA District City of Edmonds :Water Department TAP CARD Reading: `Date , lLo a3 Meter Tap Size Size Mfgrs. No. �' /� Sty 1e--5'�`,5t>.S Purchaser: Le, k ut t, Serv. Add. 1 I t O 0AW Q lCa t t� Lot No. Blk. No. Add. Residential: Other: Meter Location Service Material: Pressure lbs.- Test D tq of ork ' Z® — .,.� ram -.-Foreman duar. Voucher No. $ Proj . No: I) 337S 61 L Remarks: R��,(� n b•r2 51�� `i-zi-�i��' OUTGOING Card Index Reg. Route Bk. Stencil INCOMING Index Reg. Route Bk. Stencil . Card ( 1 ROUTING SLIP NEW SERV(IICE INSTALLATION ADDRESS: I I L% 1•{ p��2 i DATE: 6) ct(Q { 3 LOCATE REQUEST NUMBER LOCATES N' DATE CALLED: FOREMAN/CREW : FUTURE SERVICE: YE NO COMMENTS BORE: CUT: DRAWING LOCK- DATE: i SC-ne2 ? UNLOCKf Zp INITIAL' I STREET FILE torip w� a . J ACCOUNT: :2 ► S 5- METER SHOP ROUTE/SEQUENCE 203 y -7 p SUPPLIER: TREATMENT PLANT FOREMAN (D FOREMAN INITIAL: DATE:% TAP CARD METER SHEET APPLICATION/ UTILITY DISPATCH BILLING a Z15 elo M5 m eo � DiilcE eo' 1� � . �saRaaE e/e L eti le, 1 / o / FROP03i O OANEWA tom— _ PROFILE E Ar AWAin O ZD 40 40 80 100 DRIVEWAY PROFILt SCALE: /'• 20'HOAz.1131VEAT: MAPLEWOOD TM4pcVILLAGE NO, 4 CP •a. P►PF- PUC OAA4446C 6UMM (TYP.) Cn 1QUANIT)4 CALCULATIONS LEGAL DESCRIPTION TOTAL CUT• 043 CIA. O4. (ALL TAENCU" T074L FICL•Z50 CU Y05. Lor I OF HARBOR MILLS, ACCORDING rO 'C INCLUDED) ME PLOT 774EREOF RECORDED /N VOLUME, 4-1 m 3 X OF PLATS,. PAGES /4S T►JAOUGU W, D rnT &E,Ie QU4NIT/E3 4AE FOR PE/t 'r APPL/C4TION oNiY. rHEYAAE NOT FOf1 ODNI�AMcrvALPUAPosra. RECORDS OF SNONOMISU COUNTY WASLIINQ7ON. ^ ` J M NEIGNT CALCULATIONS 3u8JEcr ro rA3CMENT3, RC37R►CrION3ANO Nt. CORNEA • 2244 AGSCRVATIONS OF RECOAD. O NW. CORNEA • elaQ C ! t S.C. CORNER • ZZI1 S.W. CORNEA • paq l"Y e o\A DRAINAGE, m L': -F4 ,.; GRADING AND T.E.& S.C?°PLAN 4Vd 6AouNDCL~ 2171 FOR rn MAIL BLDG. MT + £b.0 MAX.OLOG. EL. • 242 Z 0 oQ '-'°_ju ;e •"�%t� MARK McNAUGHTON :•;L ACT04L BLOC. E.UV. t7 E='�=`"" IN NEI/4,SECTION 24,T.27 N.,R.3 E.,W.M. ArNlOMesrPr.•289� CITY OF EDMONDS * NOTE: ELEVATION3 AT BLDG. ENVELOP CwG,"�"' '/'N+s SNOHOM I SH COUNTY , WASH I NGTON =/'7I9i CORNCRJ rO 8G VEAIFIED PR/OA TO I REV13E0 PEK Cm Of ED EW 1- • 43 M.C. CONSTR11 ANY CHANGE IN ECEVArION M0 MUST BE APPROVED �A Lovell —Sauerland & Associates, Inc. BY PLANNIN4 O/v/S/ON PRIOR =� gmdnem/Suvm7ore/Plennen/Development ConeulLente TO CONSTRUCTION. 19/00 33rd Amu T., Suite 200 • Lynnwood. TA 9t1059 • (208)775-1591 • (20E)9/0-" 3 REVISED PER GECRECFI AIVIEWe•12.45 M.C.M.G.C. Q� W1i t•A eG11s Ai m• 2 AEVISED PER euELr I.1A.9a ur :ZTT T.in•99 .1e.� �e� r•�n• 91-SC; n ( 4 CONSTRUCTION SEQUENCE -A NOTE: ROCKERIES TO BE BUILT IPRECONSTRUCTION CONFERENCE. ACCORO/NG TO 2•. FLAG PROPERTY LTHES AND CLEARING LIMITS. GEOTECHNICAL ENGINEER'6 I. INSTAL' ROC% CONSTRUCTION ENTRANCE. RECOMMENDATI01,16 4. INSTALL EROSION CONTROL OMSLOPE OF CONSTRUCTION AREA. PIC KOCKEKY OGTAIL N.TO. Ixw Y1• w M» •ur.rw wu wlr.a .. Taw..wN (l( Y fM IwrN. Ir 1• lr.a {a..rx+ Tlv-w rYN (MO N IS00 PW.1. IY Y Iwa Il- Ir«rr-r• r«N «ILA Y IMP 1-0. Ir .•rNA. P...... p.r -,it N ar N« war ....» w\ M w w\ uua.ar r..» t• I• raY.. 111 M w\ r[«YI N.11 N u wrtY wnrr.r Y twat. 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THE CONTRACTOR M NSPONMAI TO INCOME MMILIAR WTII TM PRELIMINARY OWnCIMGI tNGNEI1TE10 wpm w 000Ds OtosCNNCfs INC MTro A" S. 1992. AND ANY SIMSEOVENT DEOTECNNNAL INFORMATION NIOVIOEn IT ' IS THE INTENT OF THE SITE CWL DERNI TO COMPLY WIT, ALL TM RECOMMENDATION! . OF THE GfOTICHNXi4 9MTNEIR TM 09DI CHMGL ENGINEER SWU N ALLOWED TO REVIEW W TMANS 10 VOWY COMRLAIKE WITH THOU RFCOMMOOMUX*L ' • 3. A GEOECHWAL INGNFEII SHALL N REAMED DURING THE SITE PIMAATION TO VERIFY EXISTING CONDITIONS AND 10 ESTA9L19H AN APPROPINATE PROGMM OF INSPECTION AND TESTIMI ' THE GEOTECIROGL ENGINEER WILL N MAKING - FINAL NT9IMNATIO0 OF TM L0071010 OF CPIGN DRANAOt PINOUML AS 00111) ON THE CONS . L EXCNIVIONS ARID NORM. " A TIE CONTRACTOR M NIRONPERI TO LOW WAIN ALL AIMICAPS PROVIOP 1' IXP P 3TIALe MFEr R IQblll ' IN. 0AAIN POCK a TEMPORARY CUTS OF A FEET OR LM MAY N RTEMTW VERTICAL . C TEMPORARY CARS A FEET 10 fI FEET MAIL N AISLOPED 01.6 ICG NMIZON01L TO 1.0 VNR1011. ON1OM M SLOPIL ld� a a TEMPORARY CVn DEEPER THAN TE FEET SMNL N SLORO IS C HORRONOL 10 1.0 VER" N THE UPPER IE FEET MID 1.0 "ORRONIAL To 1.0 VERTICAL MR TM PORTION OF TAM am" ` THAN 1E FEET. OAUOMOM NOPUL _ R. L PERMANENT CAR P01EE POLL N SA NOa00NOL 10 IA VETTICAL o MAXIMUM SIOPL _ l • L,1 • 4'OA. &.O P. MreV.C. MAXIMUM ROCKERY "AGAR A 0 MY ALL RMOM SPIALL N PROVIDED TN WH FOUNIMI WC RAM 1"M ROCKWAS INA N NARRATED N A l NOIZONM 000INCE OF 1.6TIMES TM VERTICAL DISUNCE s9TVKEN THE AMERC MSEL TO.IIPYB/T THE FR LIPPER MOOMM FROM IOADSNO INSLOWER rAXXD OY•"' :: 1 •• "• TAEMEN rrOM L w. to UAVE rive Its:[Olt TA E'.FLCITY,l0 N A . ALL FILLS ON NOM PLALL N SDKM 1NI0 TM SLOP( MID DETAIL. UXANRCTEn ` . It . STRUCTURAL PLLS SHALL N PLACID ON tUTA91.t FOUNOPION . MATERIAL AND CONTACTED TO N FENCENT OF MARRAM II61MTE PM •. '. ARM 0•I1157. FIRM 1O O(OTEORAFAI PODRC . C DUE TO THE NT• NATUt OF ON.SITE SORL M SITE M ff0lSfilRE • SENMTNL N FILLS WILL N PLACED OUTING WET W100.101 TOY 1010ULD COMM OF GRANULAR SOL HANIM LEtt THAN a FO CART SLF ON CLAY.' a ALL FILU SHALL NAVE A MAXIMUM SLOPE OF 3.0 MMDNIRL 10 IA . VERRUCAE ULASS APPROVED MOPE PROTECTION M MM . L .. • OROXNDNWIM HAS amN MITO ON THE SITE. Tit CONTRACTOR SHOULD ANTKTRITE • SEMLGL AND If IMEIMIAO TO PROVIDE MTM{OITI I. MEASUNS. NCLJRNM MIItSL PUPNa SUPL ON OIIM MEASURES AS AFPROF1010L r I, pILL W leiLAYerO/IOOP 301LA SlA6 OA 3AI�fI�FD�UNO%FJ\ UAPML SIMP'M CAM TPTE SNOIO AO N SCOLILAD OPP41M *MARECO It A 140N 3UPA114NP OR SSM/LAN THE OLREPORT HAS SPECIAL PROVISIONS MARDIM VT SUtdq IOMM OF" DRAINAGE ARNT YMED IV TINS PAN. TfSECG&OIO THAT INS §ULDMO TPACMRVAw 710E[ PROVISIONS. ' MfAl. 01A. SLOrreO PVC. DRAINAGE, GRADING AND T.E. 81 S.C. DETAILS 'PEA GAAVEL• SECTION A•A FOR PIPE MARK McNAUGHTON NE 1/4 SECTION 24, T.27N.,R.3E.,W.M. EDD.o T.t`( EDMONDS, WASHINGTON 2 ReVI3ED PER OWTe CLINICAL REVIEW 2-10-13 M.C. {• 1 REVISEO PER CITY OF E.DMONO REVIEW /•7•1S M. C. � o Lovell-Sauerland & Associates. Inc. �,�'rf •;;;IL EY,O _=- Enptneers/Swveyon/Planners/Development Consultants A,� , I940033rd Avenue W.. Suite 200 •Lynnwood. WA OAO37 • (206)7751501 • (206) WOOIW ystG R?vASOD 1 11111I DRAWN CiRCim DAIS IS. SCALE PUS NO cHG Oe0l/6D 1 K1•n M.C.C. Tr,T. 7 IS-Te NONE 2355.01 AMP: IAA. l:, .IA 4-- • a,9a,i99- S-TFIEET M LE City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or` data available at City Hall (Critical Areas inventories, maps, or soil surveys). - RECEIV�p. ,DEC 1. 0 1992 PEAAMT COUNTER An applicant, or hii/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. With a signed copy of this form, the applicant should also submit a vicinity map of the parcel with enough detail that City staff can find and identify the subject parcel(s). In addition, the applicant is encouraged to include any other pertinent information or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner Applicant: Applicant Representative: Name Name i �,•r,(a�, .r_,•� t..•l of /�an,�s�7 4, 00nJ41 Title Cc s t f u C >' �ci' Title Street Address City, State, ZIP Phone Signature Date Street Address City, State, ZIP Phone Signature Date • 0 Critical Areas Checkli CEIVED Site Information AUG - 6 1992 Project Name: lh;, A ,, //; lls - 16, > permit Number: "NN1NG OPT. Site Location: 1116 _D/nr, Property Tax Account Number. Approximate Site Size (acres or square feet): 40re3 u Have you filled out a Critical Areas Checklist for a project on this site before? iUo General Site Conditions 1. Has the site been cleared or logged? Date of most recent action: _1487 ? Soils / Topography 2. In the Snohomish County Soil Survey, what is the mapped soil type(s)? _fee H n,•1 eJ _ ,5 _i 3. 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.) X Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10 feet of horizontal distance.) %)/rr ak /G - '7 Steep: grades of greater than 30% present on site. Comments Hydrology/Vegetation 4. Site contains areas of year-round standing water: ti a 5. : Site contains areas of seasonal standingwater: — r &VOI r ., r dp rox. Depth: 6. Site is in the floodway 4>l, floodplain t>a of a water course. 7. Site contains a creek or an area where water flows across the grounds surface? flows are year-round? zJa, Flows are seasonal? so,/; t,r po f - ., , t t pf 1.o5r r 8. Site is primarily: forested ; meadow ;shrubs_ ; mixed 9. Obvious wetland is present on site: _ B 76, 10. Wetland inventory or map indicates wetland present on site: _ itV17 - 11. Critical Areas inventory or map indicates any Critical Area on site: `--------For-City Use Only STUDY REQUIRED: Critical areas study is required. CONDITIONAL WAIVER: Critical areas study not required if specked conditions satisfied. WAIVER: Critical. areas study is not required. r Determination Number. Reviewer C.f�• Z7 �(/ Planner D Rev 3/27N2 _�.CA AM CA rb Irol • GEOSCIENCES INC. Post Office Box 6966 Bellevue, WA 98008-0966 Telephone/FAX (206)391-8255 Homestyle Construction 221 James Street, Suite 100 Edmonds, WA 98020 Attention: Mark McNaughton 0 s�9 RECEIVED F� AUG - s 1992Z4$�- PLANNING DEPT. Subject: Preliminary Geotechnical Engineering Report Lot 1, Harbor Hills Subdivision Edmonds, Washington Reference: 1) Harbor Hills Edmonds, Washington Cert..No. 8411-15G Geotechnical Engineering Report by Cascade Testing Laboratory, Inc., dated December 5, 1984 2) Harbor Hills, Phase II Edmonds, Washington Job No. 8411-15G Geotechnical Engineering Report by Cascade Geotechnical, dated May 23, 1989 3) Lot 1 of Harbor Hills Subdivision Edmonds, Washington Job No. 9005-35G Geotechnical Engineering Report by Cascade Geotechnical, Inc., dated July 24, 1990 Job Number 960 July 5, 1992 4) Two Undated Unsigned Site Plans showing topography, proposed residence placement, and rockeries of unknown origin faxed to this office on June 24, and July 3, 1992 5) Geotechnical Issues 432, 502, and 516 Olympic Avenue and Harbor Hills Subdivision (Lots 1 through 10) Edmonds, Washington by Landau Associates, Inc., dated June 14, 1990 6) Harbor Hills Lot 1 Geotechnical Declaration Edmonds, Washington by Cascade Geotechnical, Inc., dated July 16, 1990 7) Preliminary Geotechnical Review Proposed Residence at 1110 Daley Place Lot 1, Harbor Hills Subdivision Edmonds, Washington by Landau Associates, Inc., dated August 9, 1990 LOT 1, HARBOR HILLS SUBDIVISION July 5, 1992 8) Response to Geotechnical Review Harbor Hills Lot 1 Daley Place. Edmonds, Washington by Cascade Geotechnical, Inc., dated August 30, 1990 9) Supplemental Geotechnical Review Proposed Residence at 1110 Daley Place Lot 1, Harbor Hills Subdivision Edmonds, Washington by Landau Associates, Inc., dated October 11, 1990 Gentlemen: Job Number 960 Page 2 We are pleased to present this preliminary geotechnical engineering report for Lot 1 of the Harbor Hills Subdivision in Edmonds, Washington. This report is based upon our review of the referenced materials above and our observations during a site visit June 29, 1992. No warranty is expressed or implied. Plate 1 presents the guidelines in the use and application of this report. Surface Description Lot 1 consists of a west -facing lot at the center of the southern boundary of the Harbor Hills Subdivision in Edmonds, Washington. The lot is irregularly shaped, with gentle to moderate slopes of about fifteen to twenty-five percent. The lot is covered with a dense growth of shrubs such as horsetails and blackberries, and also some medium-sized trees. The vegetation does suggest abundant surface and near -surface water. Subsurface Description Test pits have been excavated on Lot 1 previously by Cascade Geotechnical. Plate 2, Site Plan, shows the approximate location of the test pits. `Plates 3 presents the text of the test pit logs. Although there may very well be subsurface variations between the test pits, and conditions not readily apparent from the surface, we expect the following subsurface interpretation to be essentially correct: The lot is generally covered with a one to three foot layer of peaty organic topsoil. Below the topsoil is a medium -dense silty sand with some gravel. The entire site is underlain by a dense silty sand with some gravel. Abundant groundwater seepage was noted below one to two feet. LOT 1, HARBOR HILLS SUBDIVISION Job Number 960 July 5, 1992 Page 3 Proposed Construction and Concept Our understanding is that a single-family residence will be constructed near the center of the lot. The structure will be two to three stories with a basement. Cars will access the downstairs garage by an a driveway off of Daley Place. Small rockeries are proposed for the front yard between the home and Daley Place. The structure will require cuts into the existing slope on the order of ten to twelve feet. Fill may also be required under the west half of the home. Our construction concept is as follows: 1) Install erosion control downslope of construction area. 2) Excavate a cutoff trench immediately uphill from the proposed residence. The exact location and dimensions of the trench will be determined by this office after clearing of the site, during trench excavation. In generally, the trench will extend a minimum of one foot into the dense underlying silty sand. 3) Excavate out soils in the building area to lower footing elevations. 4) Install drainage in the residence area as required by this office. As a minimum, footing drains will be required on all uphill sides of the structure. In addition, a deep subslab trench drain (t 10 feet below the west foundation wall) will be required. 5) Place all required fill in the building area to achieve design subslab elevations. 6) Place footings and walls. Waterproofing of underground walls, including waterstops between the foundation and wall will be required. Except for the top two feet, a drainage geotextile is also recommended for the full length of all underground walls. Backfill behind the foundation walls can consist of any free -draining soil (< 5% passing the #200 sieve). The top two feet of wall backfill should consist of silt, clay, or topsoil. 7) Place rockeries and access road/driveway. Slope Stability . The stability of the slope on the site was investigated in accordance with the Meadowdale Criteria (City of Edmonds Ordinance #2661). This ordinance requires studying the present stability of the site, the stability during construction, and the stability after the proposed development is completed. The results of our computer analyses where hundreds of potential slip circles were studied are summarized on Plates 4, 5, 6, and 7. Plate 4 summarizes the results of our analysis under existing conditions and assumes fully saturated conditions with no earthquake loading. Plate 5 presents the critical circle computed during construction. Fully saturated subsurface conditions were also assumed for the temporary construction analysis. Plate LOT 1, HARBOR HILLS SUBDIVISION Job Number 960 July S, 1992 ` Page 4 6 shows the results of our analysis for the finished construction under a moderate to heavy earthquake (Coefficients are 0.5 horizontal and 0.15 vertical). Plate 6 demonstrates that failure will occur under the assumed conditions if deep subsurface drainage is not installed. Plate 7 shows the results of our analysis for finished construction conditions when deep subsurface drains are installed. The results indicate that the minimum Factor of Safety computed under the assumed conditions is 1.11, which is, in our opinion, a reasonable factor of safety. For comparison, our analysis indicates that without earthquake loading, the Factor of Safety increases to 3.17. Our study demonstrates to our satisfaction that the site will become more stable, and will remain stable after the development has been• completed if our recommendations are followed, even under conditions where a major earthquake is occurring. Residence Foundation The proposed new multiple -story structure may be supported on conventional continuous and spread footings bearing on the medium -dense to dense native sandy soils or on compacted structural fill or crushed rock built up from medium -dense to dense competent native soils. All foundations should bear at a minimum depth of eighteen (18) inches below the adjacent outside finish grade. A bearing pressure of two thousand (2000) pounds per square foot (psf) may be assumed for foundations bearing as described above. The bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. To provide protection against shear failure, we recommend continuous and spread footings have minimum widths of sixteen (16) inches and twenty-four (24) inches, respectively. We estimate that foundations bearing on dense silty sandy soils under the site will settle one-half inch. Estimated settlements for foundations bearing on structural fill or crushed rock are also approximately one-half inch. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils and/or by passive earth pressure against the foundations. However, passive earth pressure is only available if structural fill is used to backfill against the foundation, or the foundation is poured against the existing soil. A coefficient of 0.40 may be used between the foundation elements and supporting soils. The passive resistance of undisturbed native soils and structural fill may be taken to be an equivalent fluid having the density of three hundred (300) pounds per cubic foot (pcf). Slabs -on -Grade Reinforced slab -on -grade floors are anticipated for the lower level of the new structure. Slabs - on -grade may be supported on a minimum of six inches of free -draining sand or gravel placed above competent soils. All loose soft zones must be repaired prior to placement of the subslab fill. A vapor barrier such as a sheet of a 6-mil plastic membrane must be placed beneath the slab. LOT 1, HARBOR HILLS SUBDIVISION Job Number 960 July 5, 1992 1 Page S Drainage Historically, there appears to have been a significant amount of subsurface water moving through the site, and it is our opinion that subsurface drainage is of paramount importance to the proposed development. Prior to construction, we recommend a cutoff trench be installed uphill (east) of the proposed residence. The exact location, dimensions, and extent of the trench will be determined, by this office after site clearing, during the excavation process. In general, the trench should extend a minimum of one foot into the dense underlying silty sandy soils. As this trench does not need to provide permanent drainage, it is acceptable to fill the trench with drain rock or quarry spalls. The top two feet of the trench should be backfilled with a silty clayey soil. A geotextile fabric may be used to separate the silty clayey soil cap from the underlying drain rock. The cutoff trench must drain to an appropriate discharge facility. During construction, while working in the excavation, site drainage can be accommodated through the judicious placement of shallow trenches to capture and channel flowing water to a suitable discharge facility. Sump pumps, if necessary to control the water, can also be installed at selected locations. We recommend final site drainage be accomplished through the installation of: 1) Footing drains around the uphill sides of the home. Footing drains should consist of four -inch -diameter slotted PVC pipe, bedded in a minimum of six inches of drain rock. The pipe invert should be lower than the adjacent floor slab, and be sloped to drain. The pipe should be covered with a minimum of one foot of drain rock. A nonwoven geotextile fabric should be wrapped around the outside of the drain rock. We recommend using Mirafi 140N, Supac 4NP or another similar geotextile for this purpose. 2) Wall backfill behind the residence foundation wall as described under "Residence Walls" 3) A relatively large and deep subsurface drainage trench is required under the center of the proposed residence and the western yard to provide some protection to the residence in the event of a moderate to heavy earthquake. We anticipate the trench will be at least three feet wide and be constructed in a manner similar to the footing drains described above. Differences are that the nonwoven geotextile fabric will line the trench walls, and the drain rock will extend up to the floor slab (if under the home) or to two feet below the ground surface (in the yard west of the house). For that portion of the drain in the yard, the top of the drain is sealed in the same manner as described above for the footing trench. We anticipate the trench will begin near the east wall, extend under the entire home, and drain near the western property boundary. At this time, we anticipate the lower elevation of the trench under the west foundation wall and under the western yard will be near elevation 200 feet. c LOT 1, HARBOR HILLS SUBDIVISION Job Number 960 July 5, 1992 Page 6 Residence Walls Foundation walls must be designed to support the lateral earth pressures which abutting soils will impose. The following recommendations are equivalent fluid pressures which can be used for the high foundation (east) wall: Design Parameter Value Active Earth Pressure* 40 pcf Passive Earth Pressure 300 pcf Unit Weight of Soil .125 pcf Coefficient of Friction 0.40 *The active earth pressure recommended assumes the wall can deflect at least 0.002 times the wall height. If this assumption is incorrect, a uniform lateral pressure of one hundred psf should be added to the active earth pressure. The values recommended above are ultimate values, and should be reduced by an appropriate safety factor. As a guideline, we recommend a minimum factor of safety of 1.5 for overturning and sliding. The resultant force from the soil (neglecting the passive pressure force) can -be calculated by taking moments about the toe of the wall. The resultant force should pass through. the middle third of the footing. The above design values do not include hydrostatic pressures behind the walls and assume that no surcharge slopes or loads are placed above, or near the walls. Design values can also be exceeded if heavy construction equipment is allowed within a prism defined by a 1:1 (H:V) line extending up to the soil surface from the back end of the foundation wall footing. If any of these conditions exist, then the above design values should be augmented by appropriate additional pressures. Foundation walls should be backfilled with clean compacted, free -draining granular soil. This will prevent the buildup of hydrostatic pressures. The wall should contain no more than five percent silt or clay, no organics, and no cobbles greater in diameter than four inches. The percentage of sand (From the #4 sieve to the #200 sieve) .should range from 25 to 75 percent. During compaction of wall backfill, care should be taken to not damage the wall. The top one to two feet of wall backfill should consist of a relatively impermeable soil or topsoil. Excavations and Slopes Temporary and permanent excavations and slopes for this project must meet all applicable government safety regulations. Temporary cuts to a depth of four feet may be attempted vertical. In general, excavation slopes greater than four feet in depth should be sloped to a maximum gradient of 1.5:1 (Horizontal:Vertical) for the top twelve feet. Below this depth a temporary slope of 1:1 (H: V) is adequate. These general recommendations may. be modified during construction, depending upon observed site conditions. LOT 1, HARBOR HILLS SUBDIVISION Job Number 960 July 5, 1992 Page 7 Permanent cut and fill slopes should not exceed 2:1 (H:V). To cut down on the effects of erosion, water should not be allowed to flow uncontrolled over the top of any slope. All permanent slopes should also be seeded with appropriate vegetation. Rockeries It is our understanding that rockeries are being considered for use on this site. A rockery is not able to function as an engineered structure and resist significant lateral earth pressures from the soil without excessive deformation' or failure. Rockeries can retard the effects of erosion. We recommend rockeries be constructed of minimum four -man rock, and be limited to the following heights: Maximum Height Soil Behind Rockery without Reinforcement Loose to Medium -Dense Sandy Soils 6 feet Drainage is required behind all rockeries, with the same requirements and general installation procedures as given above for retaining walls (e.g., bedded PVC pipe, drain rock, etc.). Rockeries must be constructed with care, hopefully by a contractor with proven experience in rockery construction. The individual rocks in the rockeries should be hard, durable, and sound, in accordance with accepted local practices. Provisions for maintenance, such as access to the rockery, should be considered during design. Tiers of rockeries are occasionally proposed for use on residential sites. In general, we recommend the base of the upper rockery be placed no closer to the back end of the lower rockery than 1.5 times the height of the lower rockery. General Earthwork and Structural Fill The site is moderately vulnerable to erosion during construction activities. We recommend the first step in site development consist of the installation of a filter fabric fence downslope of any excavation activity. Depending upon the weather and amounts of site runoff, hay bales placed a certain key locations and /or surface trenching may also be required. Site construction begins by stripping and clearing the building areas of - all existing topsoil, vegetation, and any other deleterious material. Stripped materials should be removed from the site. r Fill soils placed on a slope should be benched into that slope during the installation process. Fill soils on this site should be statically rolled with a smooth tired drum roller or a filled dump truck. Structural fill is defined as any fill placed below structures and pavements where the fill soils need to support loads without unacceptable deflections or shearing. Structural fill should be placed above unyielding site soils in maximum six -inch -thick loose lifts and statically rolled or compacted to 95 percent of Modified Proctor (ASTM D-1557). Much of the on -site soil has 'Significant fine-grained material (silt), and is therefore moisture -sensitive. These soils will be difficult to place and compact as structural fill if these soils are wetter than the optimum moisture content at the time of compaction. During wet weather or under wet conditions, structural fill 0. 0 LOT 1, HARBOR HILLS SUBDIVISION Job Number 960 July S, 1992 . Page 8 should consist of a granular soil having less that five percent silt or clay (measured on that portion which passes the 3/4-inch sieve). Groundwater has been noted in the peaty layers, and even with the cutoff trenches, the contractor should anticipate and be prepared to accommodate moderate seepage in the excavation. We anticipate that groundwater seepage will generally occur between the loose to medium -dense surficial soils, and the underlying competent native sandy soils. Closure It is recommended we be allowed to review the plans and specifications for this project to verify site specific subsurface requirements are met. It is also recommended that we be retained to provide professional geotechnical consultation, testing, and observation services during design and construction. This allows us to: 1) confirm that design conforms to specific subsurface requirements; 2) confirm that subsurface conditions during construction are consistent with those indicated by this report; 3) evaluate whether earthwork and foundation construction activities conform to the intent of the contract specifications and plans, and; 4) provide recommendations for design changes in the event of changed conditions. While on the site during construction, we will not direct or supervise the contractor or the work, nor we will be responsible for maintaining or providing for on -site safety during construction activities. Also, we will not be responsible for dimensional measurements during construction. It has been a pleasure providing you with our professional services. If there are any questions, please call me directly at 799-2962. Sincerely: DODDS Geosciences Inc. K.. DSO P .oF wa's'• O ' s .� bSr• D•.�q..12J08�0. I EXPIRES Y/7-9/44/ 1 Mark K. Dodds, P.E. MKD/wd enclosures: 7 Plates DODDS GEOSCIENCES, INC. GUIDELINES IN THE USE OF THIS REPORT This report for Job No. 960 was prepared in accordance with local generally accepted engineering principles and standards. No warranty is expressed or implied. The findings and recommendations contained in this preliminary report are based upon the limited services which you requested. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. The owner should seriously consider any recommendations for additional work contained in the report, as it is then our professional opinion that this additional work is necessary to augment and/or fulfill site specific requirements. This report is an informational document, and is -not to be used for contractual purposes. Any interpretation of subsurface conditions in the report including test pit logs done by others, and/or text discussions are based upon our observations, experience, and judgment. There is no warranty that these subsurface interpretations represent actual subsurface conditions as we were not on site during the time the fieldwork was conducted. Groundwater levels can be especially sensitive to seasonal changes. This firm is not responsible for interpretations others make using this report. The conclusions and recommendations in this report assume that the field tests which were conducted accurately represent subsurface conditions of the site. If significantly different subsurface conditions are encountered from those described in this report, our firm should be notified at once to review these conditions and revise our recommendations as necessary. Also, if there is a significant lapse of time between this report submittal and the start of work at the site, our firm should be allowed to review and verify site conditions. Unanticipated soil conditions are commonly. encountered during excavation and construction, and simply cannot be fully anticipated. by periodic soil and/or rock sampling at widely spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. This firm cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in the report. This firm will not be responsible for any construction activity on this site, nor are we responsible if others attempt to apply this report to other sites. DODDS GEOSCIENCES, INC. t p. - I I Soil Description and Classification 0-2.0" ORGANIC SILTAND PEAT; -DAR BROWN, LOOSE, SATURATED (OL 2.0-10.5.'SILTY SAND; GRAY BROWN,FINE TO COARSE -GRAINED, LITTLE TO SOME GRAVEL, MEDIUM TO DENSE, WET (SM). -5 2.0'- SLOUGH ING BELOW THIS POINT, SATURATED. -10 Notes: TERMI T p - 2 I Soil Description and Classification -5 0-1.0-ORGANIC SILT AND PEAT; DARK BROWN, LOOSE, SATURATED (OL-PT). 1.0-5.5"SILTY SAND; RED BROWN, FINE-TC MEDIUM -GRAINED, LOOSE TO MEDIUM DENSE, SATURATED, SLOUGHING (SM)- 5.5-10.5'SILTY SAND; GRAY BRCWN,FINE TO COARSE- GRAI NED, LITTLE TO SOME ROUNDED GRAYE.L, DENSE MOIST TO WET (SM). l Note,: TERMINATED AT REFUSAL . SLOUGHING PROBLEMS. .SB-SLOPE Simplified Bishop Slope Stability Analysis PROJECT: Existing Slope Stability LOCATION: Lot 1, Harbor Hills, Edmonds, Washington FILE: JN960 COMPLETE SLOPE CROSS SECTION CIRCLE X Y RADIUS FS 1 190.0 250.0 19.7 2.67 2 120.0 255.0 41.7 3.05 3 50.0 250.0 45.1 2.36 370 350 330 Z 310 O H Q > 290 W J W 270 250 230 210 190 170 20 40 60 80 100 120 140 160 180 200 HORIZONTAL DISTANCE PLATE 4 DODDS GEOSCIENCES INC. SB-SLOPE Simplified Bishop Slope Stability Analysis PROJECT: Construction Slope Stability LOCATION: Lot 1, Harbor Hills, Edmonds, Washington FILE: JN960A COMPLETE SLOPE CROSS SECTION CIRCLE X Y RADIUS FS 1 139.0 244.0 26.5 1.57 370 350 330 Z 310 O H Q 290 W _I W 270 250 230 210 190 170 20 40 60 80 100 120 140 160 180 200 HORIZONTAL DISTANCE PLATE 5 DODDS GEOSCIENCES,INC. SB-SLOPE Simplified Bishop Slope Stability Analysis PROJECT: After -Construction Stability Analysis - Spread Footings LOCATION: Lot 1, Harbor Hills, Edmonds, Washington FILE: JN960B COMPLETE SLOPE CROSS SECTION CIRCLE X Y RADIUS FS 1 35.0 255.0 58.1 0.96 370 350 330 Z 310 O H Q 290 W J W 270 250 230 210 190 170 20 40 60 80 100 120 140 160 180 200 HORIZONTAL DISTANCE PLATE 6 .DODDS GEOSCIENCES INC. I SB-SLOPE Simplified Bishop Slope Stability Analysis PROJECT: After -Construction Stability - Spread Footings w/Drainage LOCATION: Lot 1, Harbor Hills, Edmonds, Washington FILE: JN960D COMPLETE SLOPE CROSS SECTION CIRCLE X Y RADIUS FS 1 35.0 255.0 58.1 1.11 370 350 330 Z 310 O H 290 w _I w 270 250 230 210 190 170 20 40 60 so 100 120 140 160 100 200 HORIZONTAL DISTANCE PLATE 7 DODDS GEOSCIENCES INC. 1 g7REET FILE � po dfia I/ P�ee Ll LOT 1 OF HARBOR HILLS SUBDIVISION ' EDMONDS, WASHINGTON JOB NO. 9005-35G � I • • TABLE OF CONTENTS Scope ' Project Description Subsurface Conditions ' Conclusions ' Recommendations Site Description ' Site Drainage Grading ' Foundation Design Parameters Slab -on -Grade Lateral Pressures ' Drainage Environmental Checklist ' Construction Monitoring General Appendix A Appendix B Page 1 Page 1 Page 4 Page 5 Page 5 Page 5 Page 6 Page 7 Page 8 Page 9 Page 10 Page 11 Page 11 Page 12 Page 12 Test Pit Location Map Test Pit Logs CASCADE GEOTECHNICAL, INC. I' 12919 N.E. 126TH PLACE (206) 821-5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823-2203 July 24, 1990 BUILDING Job No. 9005-35G AU G 2 Homestyle Construction 221 James Street, Suite 100 _ Edmonds, Washington 98020 Attention: Mark McNaughton Reference: Lot 1 of Harbor Hills Subdivision Edmonds, Washington Dear Mark: At your request, we have completed a soils report which conforms ' to the Geotechnical Report Guidelines set forth in the City of Edmonds Ordinance #2661 (Meadowdale Notebook) as modified for ' Harbor Hills. The purpose of this report is to summarize the results of our subsurface investigations and to provide conclusions and recommendations for the proposed construction. SCOPE This report provides conclusions and recommendations which ' specifically address the development of Lot 1 for a residence. This report provides a discussion of the slope stability for ' before, during and after construction, a history of the development completed prior to this date, and specific recommendations for site preparation, foundation design, lateral pressures, drainage requirements, and construction monitoring requirements. PROJECT DESCRIPTION ' We completed Phase I and II reports for the Harbor Hills Subdivision prior to this report. The Phase I report discussed 1 CASCADE GEOTECHNICAL July 24, 1990 Homestyle Construction Job No. 9005-35G Page 2 the feasibility of developing the site and provided specific recommendations for utility placement and road construction. The Phase II soils report provides general design recommendations for each lot based on past and recent subsurface investigations. The recommendations provided here are based on the subsurface ' information obtained for the previous two reports. We have been provided the topographic survey prepared by Lovell- , Sauerland dated 12/4/89, and preliminary building plans, Sheets 1 through 7, prepared by McNurlen Design Group, undated. We should be engaged to review the final plans to conform to the City of Edmonds requirements. The sanitary sewer, storm sewer and roadway were constructed at the site in accordance with the design plans and our recommendations for the Phase I. We were present at the site periodically to monitor the construction of the roadway and utility placement to provide recommendations during construction. There was no evidence of deep seated slope instability within the Harbor Hills Subdivision noted in our Phase I and II reports. During the excavation for the cul de sac on the upper portion of the plat, there was some surficial movement within saturated organic soils. The failure was within the upper two (2) to three (3) feet of material and was buttressed immediately with quarry spalls and fill. This area was not located within Lot 1. Lot 1 consists of a west facing, moderately sloped site at an average grade of 20%. The proposed house will be built on the sloped portion of the site within the defined building area shown on the plans prepared by Lovell-Sauerland and Associates, Inc. Lot 1 was covered with grass and brush at the time of our recent CASCADE GEOTECHNICAL July 24, 1990 Homestyle Construction Job No. 9005-35G Page 3 visit. We noted flowing water which entered the site from a spring to the east on Lot 1 and dissipated across the lower portion of the lot, which was saturated and had soft surface conditions. ' We have reviewed the preliminary building plans prepared b P Y 9 P P P Y McNurlen design group, undated, which propose the construction of a wood framed, two (2) story house with the lower floor designed as a daylight basement and an attached garage. The design plans indicate that the house will be supported on a spread footing foundation. The Drainage, Grading and T.E. & S.C. plans prepared by Lovell- Sauerland show that the east portion of the lot above the proposed garage will be regraded to a 1.5(H):l(V) grade. It appears that the material removed from the area will be placed as fill on the lower portion of the site. The lower floor of the house is to be a daylight basement with a slab -on -grade floor with a concrete patio on the west side. The lower floor will be at elevation 210.91. The second floor will be at elevation 220.71. An attached garage is proposed on the east side of the house with a top of slab elevation of 2191. It appears that a basement/retaining wall will be required for the east side of the lower floor of the house. The east basement/retaining wall will be about nine (9) feet high according to the plans we were provided. It appears that the wall will have a slab at the toe and a wood diaphragm at the top. It appears from the plans we reviewed that the garage floor will be a thickened edge slab that is to be attached to the top of ' the retaining/basement wall. It also appears that the east side of the north and south basement walls will retain soil and be designed as retaining walls. CASCADE GEOTECHNICAL tJuly 24, 1990 Homestyle Construction Job No. 9005-35G Page 4 The design details for the retaining walls that were provided did not include any lateral earth pressure values. Detailed lateral earth pressure values are provided in the recommendations section 1 of this report and should be included in the final drawings. SUBSURFACE CONDITIONS The surface of the site sloped at about a 20% grade. The surface ' of the lot was very soft and wet with brush, standing and flowing water. The trees had been cut down at the time of this report. Test pits were excavated on the site in November 1984 prior to any site work. Test borings were done below the site in 1987. Additional test pits were excavated adjacent to the site on Lot 2 in May 1989 after completion of the Phase I site work. The tests pits excavated on the site in November 1984 showed about two (2) feet of topsoil/peat overlying a sandy silt that was medium dense ' to dense. The test pit locations are shown on the test pit location map in Appendix A. Test pit logs and detailed soil description are ' located in.Appendix B. Elevations discussed in this report are from the surface elevation at the time of our study. There is an extensive and complex ground water system underlying the Harbor Hills Subdivision. Substantial subsurface drainage and rechanneling of surface runoff was done during the Phase I construction. At the time of the test pits, we noted saturated conditions in the upper five (5) feet, of the material. We have noted extensive surface water on this lot, during observations made during I construction and in previous visits to the site. The subsurface CASCADE GEOTECHNICAL tJuly 24, 1990 Homestyle Construction Job No. 9005-35G Page 5 conditions were wet at the time of our investigations. In recent visits made to the site, we noted wet surface conditions with standing water on the lower portion of the lot and a flowing stream course on the north side of the lot. ' CONCLUSIONS It is our conclusion that Lot 1 is presently stable and presents little risk of slope failure. It appears that significant cuts of up to eleven (11) feet high will be necessary for the proposed building on the east side of the site. Specific and detailed recommendations for the proposed cuts are provided in this report to minimize the potential for slope failure during construction. The site will be stable after completion of the project if the plans we reviewed are followed and are recommendations are adhered ' to. It is our conclusion that the peat which was noted on the site is not suitable for the support of a structural load or slabs if significant differential settlement is to be avoided. All structural loads should be transferred down through the organic soils to the underlying silty sand. Detailed recommendations for the proposed development are provided below. site Preparation We recommend that the earthwork be done during an extended period of dry weather. The fine-grained soils, steep slope and wet surface conditions may cause significant additional construction costs from the adverse affects of wet weather construction. CASCADE GEOTECHNICAL July 24, 1990 Homestyle Construction Job No. 9005-35G ' Page 6 We recommend that erosion control be placed prior to any 1 excavation. Erosion control may consist of a silt fence with hay bales along the perimeter of the site. It will be necessary to place plastic sheets over any cuts made on the site during construction. We should review the detailed erosion control plan prior to construction. Site Drainage 1 We recommend that the stream course that presently crosses the site be captured and tightlined out of the building area. This should be done as soon as possible, and prior to any excavation on site. A catch basin may be placed near the source of the system that 1 tightlines the water to a suitable outlet. The catch basin should be designed to accommodate the flow and be easily maintainable by the owners. This should include clean -outs of the tightline pipe and protection of the catch basin from debris. The civil engineer should confirm with the City of Edmonds as to where this tightline should outlet. We recommend that a French Drain be installed east of the proposed building areas prior to any construction and after the stream has been redirected. The French Drain should be placed east of the garage to intercept any subsurface seepage noted on site below the lower floor elevation. The depth and location of the French drain system should be confirmed in the field at the time of ( construction. Detailed plans for the French Drain should be shown on the final plans. If seepage is observed coming from the proposed cuts east of the ' house and for the lower floor basement wall, it will be necessary to place horizontal drains into the cut face and tightline them away from the excavation. The horizontal drains may be hand driven CASCADE GEOTECHNICAL iJuly 24, 1990 Homestyle Construction Job No. 9005-35G Page 7 if sufficient penetration can be obtained. A drill rig should be 1 used if hand driving is to difficult.. We should be on site to monitor the excavation to provide recommendations for drainage requirements. Grading It appears from our review of the grading plan prepared by Lovell- , Sauerland that material will be excavated from the eastern portion of the lot and placed in the yard area on the western portion. Select, imported fill will be used as wall backfill, under the floor slab in the lower floor, and in the garage. We recommend 1 that all existing organic soils be removed from the building pad prior to placing any fill. ■ It appears that cuts will be made for the proposed building in the sloped area of the site. We recommend that all cuts be sloped at ' a temporary 2(H):1(V) grade and be protected from erosion with plastic sheets. If caving is noted from the cut faces, it may be ' necessary to slope the cuts at a grade less than 2(H):1(V), or provide shoring and drainage. We should be engaged to monitor the I excavation to verify that our recommendations are followed. It appears that fill will be placed on the west side of the house in the patio area. We understand that the material excavated from the building pad will be used as fill in the yard area. We ' recommend that the existing organic soil and vegetation be removed from this area and that the fill be adequately compacted for support of the patio slab. The Lovell-Sauerland plans we reviewed showed a four (4) foot high rockery on the northeast side of the site. The rockery should be constructed in accordance with the City of Edmonds requirements. CASCADE GEOTECHNICAL July 24, 1990 Homestyle Construction Job No. 9005-35G Page 8 The rockeries should be seated on native soil and be only two (2) ' rows high using large, sound rocks. We should be engaged to observe the rockery construction and to confirm proper installation. It appears from the grading plan that fill is proposed for the patio and in the utility trenches under the concrete driveway. Fill for the driveway and patio should consist of material that is free of organic material and is placed in twelve (12) inch loose lifts and compacted to at least 90% of the ASTM D-1157 maximum dry ' density. ' No yardage estimates for fill imported or exported from the site were available at the time of this report. Estimates of total ' yards to be moved on site should be determined prior to beginning construction. Foundation Design Parameters It appears from our subsurface analysis that the native silty sand underlying the top soil would be suitable for support of a spread footing foundation designed to a 2000 psf maximum soil bearing value. It appears from our review of the proposed building location and floor grades that the excavation may not be below the organic soils. It may therefore be necessary to overexcavate to remove unsuitable soils in the slab and footing areas. All structural loads should be supported on the undisturbed native soil noted below the organic soils. Footings should be seated at least eighteen (18) inches below outside finished grade for frost protection. All foundation excavations should be free of standing water, loose soils, or organic material at the time the concrete is placed. We should be CASCADE GEOTECHNICAL tJuly 24, 1990 Homestyle Construction .Job No. 9005-35G Page 9 engaged to observe the excavation to confirm suitable soil ' conditions. It appears that the footing for a portion of the garage will be supported on wall backfill for the basement retaining wall. We ' recommend that the footing have additional reinforcement to accommodate any potential settlement. The backfill should be placed in twelve (12) inch loose lifts and compacted to at least 95% of the ASTM D-1557 maximum dry density. The backfill should not be placed until after the concrete has sufficiently cured. Care should be used during compaction to avoid damaging the wall. We should be engaged to observe the placement of the backfill to confirm proper placement. Slab -on -Grade We understand that the lower floor will be a slab -on -grade at elevation 210.91. It appears from the grading plan that some fill will be required to provide support for the floor slab after organic and unsuitable soils are removed, especially on the west side of the house. ' We recommend that all unsuitable soils be removed from the slab area down to a suitable bearing soil before placing any fill. Fill ' should consist of a clean, free draining, granular soil that is free of all organic material and is placed in eight (8) inch loose lifts and compacted to at least 95% of the ASTM D-1557 maximum dry density. We should be engaged to observe the subgrade prior to placing any fill to confirm suitable soils and to test the compaction of the fill as it is placed to confirm adequate ' compaction. We understand that the contractor plans on extending the footing CASCADE GEOTECHNICAL tJuly 24, 1990 Homestyle Construction Job No. 9005-35G Page 10 down to native soil and backfilling on both sides of the stem wall in the areas where overexcavation is necessary. We recommend placing at least eight (8) inches of a clean, free draining sand, pea gravel, or crushed rock under the lower floor slab to act as a capillary break. The capillary break should be covered with a plastic vapor barrier which may be covered with one (1) to two (2) inches of clean sand to aid in concrete curing. We should be supplied with a sample of the free draining material to confirm that it meets our specifications. We recommend placing a subslab drain under the slab in the lower floor. The subslab drain should consist of four (4) inch diameter, rigid, perforated pipes that are bedded and backfilled in at least eighteen (18) inches of pea gravel, below the capillary break material. We recommend placing at least three (3) pipes that trend east -west, parallel with the dip of the slope, and extend through the stem wall to the footing drain. Lateral Pressures We understand that a retaining/basement wall is anticipated for the east, northeast, and southeast sides of the lower floor. We understand that the wall will be about nine (9) feet high with a garage slab attached and surcharged from the garage footing. It appears that the wall will be designed as.a rigid wall. We recommend the following design parameters for the retaining walls: At Rest Earth Pressure 60 pcf Passive Earth pressure (native soil) 250 pcf Bearing Value 2000 psf CASCADE GEOTECHNICAL July 24, 1990 Homestyle Construction Job No. 9005-35G Page 11 For the above values to be adequate, we recommend that a drain pipe, as described in the Drainage section of this report, be placed at the base of the footing and that the wall be backfilled with a clean, free draining material to the top of the wall. Wall backfill will be placed after the floor slab and wood diaphragm have been attached. The backfill may consist of pea gravel, washed rock or a clean coarse sand that has less than 5% material passing the #200 sieve, based on the percent passing the #4 sieve. Drainage We recommend placing a four (4) inch diameter, rigid, perforated pipe that is bedded and backfilled in at least eighteen (18) inches of pea gravel, at the base of all perimeter footings. The footing drains should be tightlined away from the foundation to the storm sewer system. No details for footing drain tightlines were shown on the plans we reviewed. All roof drains should be tightlined to the storm system separately from the footing drains to avoid backflow. All paved surfaces should be curbed and graded to direct surface runoff to a suitable catch basin. The catch basins should be tightlined to the storm system. Environmental Checklist We had not been provided the Environmental Checklist at the time of this report. We feel that we have addressed the significant issues with regard to the Earth section of the checklist within the text of this report. 0 CASCADE GEOTECHNICAL July 24, 1990 Homestyle Construction Job No. 9005-35G Page 12 Construction Monitoring We should be engaged to observe the excavation for the building and placement of the erosion control to confirm that construction is done in accordance with the approved plans. We should be engaged to observe the foundation excavation to confirm suitable soil conditions. The placement of the drainlines and backfill should be observed by our office to confirm proper placement. The rockery construction should be monitored by our office to confirm proper construction. All compacted fill should be observed and tested by our office to confirm adequate compaction. General A detailed review of the final plans is required by the City of Edmonds specifications. once final plans are available, we will provide a detailed review with any additional or alternate recommendations that may be necessary. As discussed with the City of Edmonds, we did not provide a statistical probability of earth movement as there is no landslide ' hazard map with landslide percentage values for this area. We expect the on -site conditions to reflect our findings; however, variations may occur. Should soil conditions be encountered that cause concern and/or, are not discussed herein, we should be contacted immediately to determine if additional or alternate recommendations are required. This report has been prepared for the exclusive use of Homestyle Construction for specific application to Lot 1 of the Harbor Hills Subdivision in Edmonds, Washington in accordance with generally g g Y accepted soils and foundation engineering practices. No other 1 ' J H 1 P w �l T S S C it G P ' P ' C 1 1 I , CASCADE GEOTECHNICAL my 24, 1990 omestyle Construction ob No. 9005-35G age 13 arranty, expressed or implied is made. hank you for this opportunity to work with you on this project. hould you have any*questions, feel free to contact us at any time. incerely, ASCADE GEOTECHNICA Ct� ci' af. rge L , P.. �F •G/STEg .• `..,:. rincipal Engineer !�\::"�' J:pg C: SDA; Attn: Robert Hughes f Jewett neering Geologist APPENDIX A 1 1 1 1 1 1 1 1 1 HARBOR HILLS LOT 1 TEST PIT LOCATION MAP YARD DRAIN STORM STUB - YARD DRAW STORM STUB Yvv,v%.nc i t YAHD DRAIN TEST PITS 01 / 13/84) FROM DRAINAGE g C. PROPOSED TOPOGRAPHY PLAN BY LOVELL-SAUERLAND & ASSOCIATES WC NA CASCADE GEOTECHNICAL, INC.Job No. 905 - 35G SCALE , 1" = 30' IRKL N.E. W6TH PLACE (206) 821-2203LOCATIONS ARE APPROXIMATE KIRKLAND, WgSHINGTON 98034 FAX: (206) 823-2203 ].- DaN Own. By Eo 0 --- 06/06/90 MLA I— 0 I rP i i i i i i i i i i i i i i i i i i i p p�' Soil Description andOfication T. P - 2 Soi cription and Classification 0 0-Z.O' ORGANIC SILTAND PEAT; DARK 0 -, 0-1.0'0 GANIC SILT AND PEAT; DARK is BROWN, LOOSE, SATURATED (OL P _�_ BROWN, LOOSE, SATURATED(OL-PT). 1.0-55'SILTY SAND; RED BROWN,FINE-TO MEDIUM-GRAINED,LOOSE TO MEDIUM DENSE, SATURATED, 2.0-10.5'SILTY SAND; GRAY BR OWN,FIN TO COARSE -GRAINED, LITTLE (SM). TO SOME GRAVEL, MEDIUM To TO DENSE, WET (SM). -s 2..0'- SLOUGHING BELOW THIS -s 5.5-10.5'5ILTY SAND; GRAY BROWN,FINE POINT, SATURATED. TO COARSE- GRAI NED, LITTLE TO SOME ROUNDED GRAVEL, DENSE, MOIST TO WET (SM). -10 -10 T. n= 10.5' Notes: TERMINgTED AT REFUSAL, Notes: TERMINATED AT REFUSAL, SLOUGHING PROBLEMS. SLOUGHING PROBLEMS. T P - 3 Soil Description and Classification F T. P - 4 Soil Description and Classification o :: 0-.5' TOPSOIL; DARK BROWN, HUMUS, ' o O -.5' OP 01 ;DARK BROWN, HUMUS, ,.. ORGANICS, ROOTS, TRACE GRAVEL, ORGANICS, ROOTS,TRACE WET. GRAVEL, WET. .5-9.0' SILTY SAND; GRAY BROWN, FINE- .5-3.0'51LTY SAND; BLUE GRAY, FINE -TO MEDIUM- GRAINED, SOME TO COARSE -GRAINED, SOME GRAVEL, TRACE ROOTS, MEDIUM ROUNDED GRAVEL VERY DENSE, DENSE, WET (SM)- WET TO SATURATED (SM). -5 3.0-905-ILTY SAND; GRAY BROWN, FINE -s 3.0' HEAVY QROUND WATER TO COARSE -GRAINED, SOME SEEPAGE. ROUNDED GRAVEL, TRACE 5.0' BELOW THIS DEPTH FOUND COBBLES, VERY DENSE, MOIST OCCASIONAL SEEPING TO WET (SM). COARSE -GRAINED SAND LENSES. T D.= T. D.- -10 9.0' Notes: 2.5': GROUND WATER SEEPAGE. Notes: SLOUGHING PROBLEMS. TERMINATED AT REFUSAL. _ TEST PIT LOG HARBOR HILLS Edmonds, Washington Cascade Testing Laboratory, Inc. Engineers - Geologists 14120 N E. 21st Street Bellevue. Wash 98007 Phone 641-2573 DATE NO V. 13, I g 84 CERT. N0 84I (— 1 5G WN BY ESDT F CHKD BY /� ,$ rn�14+Yvti.� � ^'��,�,� „t�s�a.}n_'•': T•`_.],�� Y'ly'�i:i -..S- f* Address of Construction: I CITY OF EDMONDS SIDE *SEWER PERMIT PERMIT ie12 8486 Property Legal Description (Include all easements): -77 Wl - Owner and/or Contractor: State License No. Ile 13 Single Family ❑ Multi -Family (No. of Units ) ❑ Commercial ❑ Public TREATMENT PLANT. Building Permit No. 1720 7 /__�2) FIn ion into City Right -of -Way: �o ❑ Yes IL RW Construction Permit No. Cross other Private Property`: ET'No ❑ Yes Attach legal description and copy of recorded easement I certify that I have read and shall comply with all city requirements as indicated on the back of the Permit Card. Date * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION * OFFICE USE ONLY * FOR INSPECTION CALL , PUBLIC WORKS DEPT. © 7 7/-0.-L,1 O Permit Fee: Issued By Trunk Charge:Date Issued: 60 a J 9z dr Assessment Fee: w l,4 , Receipt No.: �6o 'e Lid No.: 9� Partial Inspection: Date -Initial - Comments Reason Rejected: Date Initial i Final Inspection Approved: Dater :Initial ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Buff Copy: Applicant Revised 3190 Side Sewer Drawing The City ®f Edmonds Side NO- ------------------------------- ----------- NEW CONSTRUCTION _CK REPAIRS ❑ LID NO- ----------- ------- -ASMT. NO.-----------�--- 1 '•OWNER--------•--•---------------------------------------------------------------•-------------------- CONTRACTOR-----•-----------------------•-----•-•-••-----------•--•-----------•---------------- PERMIT NO. 848-(b) I JOB ADDRESS I �i,IS.�-------••-•-------------- LEGAL DESCRIPTION: LOT NO- -------------------------------------- BLOCK NO- ---------•--•----------••-----•----. PWW-0001-11/75 (REV.11/78) NAMEOF ADDITION----------------------------------------------------------------------------------------------------------------------- EDNiONDS TREATMENT PLANT NORT-N 1110 DALEtl PLAcEE 3� 2-S,DP. C.O. CAP 1' DP. ! 364' 4"Tes-r wvc NO GRAPE EStM$uSHED C.C. ABOVE GRADE 'c ACE y P ;f' �AcE 1"yp 173A-8 Approved: ---------- BY - --- --------------------------------------- niftnne GEOSCIENCES INC. Post Office Box 6966 Bellevue, WA 98008-0966 Telephone (206)391-8255 Focsimile (206)391-8270 Homestyle Construction 221 James Street, Suite 100 Edmonds, WA 98020 STREET F6LS- APR 0 5 1993 PERMIT COUNTER Attention: Mark McNaughton Subject: Required Elevation of Subsurface Drainage Trench Lot 1, Harbor Hills Subdivision Edmonds, Washington Reference: 1) Harbor Hills, Lot 1 Edmonds Faxed Memorandum from Lovell-Sauerland & Associates by Craig Campbell, dated March 25, 1993 Gentlemen: Job Number 960 March 30, 1993 ftECarvti APR 06 ,993 SDA, INC- The purpose of this letter is to address the questions posed in the referenced memorandum from Lovell-Sauerland & Associates. The subslab drain must have a minimum lower elevation of 202 feet and 201 feet, near the east and west walls, respectively. We recommend that the subslab drain not be inundated even for short periods of time as this defeats the purpose of the drain which is to provide a drainage conduit for seeping groundwater, and improve the stability of the site. If there are any questions concerning this letter, please contact the undersigned directly at (206) 391-8255. Sincerely: DODDS Geosciences Inc. K. D( W S -o • �Q •, q 22508 •. FGISTEA�� SS�ONAI- F I EXPIRES ,-11"1!Vq Mark K. Dodds, P.E. MKD/wd S 92_412 • STREETFOE OEOSCIENCES INC. Post Office Box 6966 Bellevue, WA 98008-0966 Telephone (206)391-8255 Facsimile (206)391-8270 Homestyle Construction 221 James Street, Suite 100 Edmonds, WA 98020 Attention: Mark McNaughton Subject: Geotechnical Response #3 Lot 1, Harbor Hills Subdivision Edmonds, Washington APR 0 5 1993 PERM'T COUNTER Reference: 1) Lot 1 Harbor Hills by City of Edmonds/Jeaiuune L. Graf, dated March 16, 1993 Gentlemen: Job Number 960 March 25, 1993 APR 061993 The following are our responses to the referenced review letter. Item numbers in this letter correspond to those item numbers utilized in the Landau letter. Paragraph #2) This office has reviewed and approved the plans as submitted. The footing drain detail as shown on Sheet 4 of the Architectural Plans is not in conflict with the drain as shown on Sheet 2 of the Civil Plans. Due to different bearing locations around the foundation, both details may be required. The geotechnical engineering report requires that the footing drain be located below the slab elevation which is as it is shown in both details. Item 1) The owner of Lot 1 is the contractor who was in charge of constructing the house on Lot 2. The contractor has submitted a hand -drawn sketch to this office which we estimate shows approximately 30 cubic yards of fill being placed on Lot 1 along the common property boundary between Lot 1 and Lot 2. Based on our personal field exploration experience both in and around Harbor Hills, and our review of previous reports by two separate geotechnical firms for two different nearby owners, it is our opinion that additional test borings and/or test pits are not required to analyze this situation. The design, excavation and slope stability requirements for foundation and drainage system construction are well within the parameters set forth in our original July 5, 1992 report. As a contingency plan, the existing permission to grade onto Lot 2 will be adequate to overcome anticipated construction problems associated with this recent fill. It is our understanding that that fill in excess of 50 cubic yards placed on adjacent property will require that property owner to obtain.a grading permit. Item 4) No response required. Item 7) The subslab drain rock detail, quantity, flow direction and connections are depicted on the plans to which has now been added size and material specifications. The required thickness of drain rock is discussed in our soils report. 92_412 GEOTECHNICAL RESPONSE #3/LOT 1 HARBOR HILLS Job Number 960 March 25, 1993 Page 2 . Item 8) The sizes, installation detail, locations, and connections for all the systems drain lines are depicted on the plans with adequate detail to allow construction. Off site drainage discharge has been modified and shown per direction of Jim Walker. Trench dams or other protection measures other than what are shown on the plans are not required per our previous letter dated 2/17/93. The existing 8" diameter PVC sanitary sewer does not need protection or relocating as it is at a sufficient depth to preclude problems. However, should a construction problem arise, a portable pump and temporary drain line to extend from the upper to lower manhole would bypass any trouble area. We trust this letter provides the information you require. If there are any questions, please contact the undersigned directly at 391-8255. Sincerely: DODDS Geosciences Inc. 9 P o WAD°° D'•• 9 22508 /• GISTE �A`S�ONAL�E�� I EXPIRES 1:/2,7/94o(I I Mark K. Dodds, P.E. MKD/wd J s7- r=t E£ 890 19()- • CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works •- Planning . Parks and Recreation . Engineering March 16, 1993 Mark Dodds, P.E. Dodds Geosciences, Inc Post -Office Box 6966 . Bellevue, Washington 98008-0966 RE: Lot 1 Harbor Hills LAURA M. HALL MAYOR. STREET FjZF The City is in receipt of your resubmittal on the subject project. I have discussed these issues with Jim Walker, As City Engineer and we have agreed that the following items need further clarification: Please note, there are discrepancies between the architectural and civil plans with regard to drainage details. The approved drainage plan shall incorporate all recommendations of the geotechnical engineer and any discrepancies shall be removed from the architectural, plans. Please be sure you have reviewed the Lovell-Sauerland drainage plans and concur with their design proposals. Item # 1: Mr. McNaughton has acknowledged that fill from Lot 2 was indeed placed on Lot 1. The questions that you must address are the quantity of fill and effect on the total on -site grading figures and whether the amount of fill justifies additional exploratory borings or test pits. All conclusions of the drainage and site work were formulated based on a soils report that was completed prior to the placement of this fill. If based on your professional opinion no additional borings are required then it should be so stated and you should then comment on site construction modifications that would be recommended if over excavation is necessary to obtain bearing soil capacity. The need for over excavation will effect grading yardage, foundation design and. possible shoring or slope stabilization measures. Modifications of this extent should be in the form of a contingency plan and part of the approved permit package, on site deviations are acceptable but a detailed plan must be in place prior to permit approval. Please be advised., Mr. McNaughton has an approved Conditional Use Permit for the on -site grading of 1,200 cubic yards. If over excavation is necessary or if all quantities have not been factored into this approved figure Mr. McNaughton would have to amend the permit and reapply for a new Conditional Use Permit. • Incorporated August 11, 1890 O Sister Cities International — Hekinan, Japan Mr. Mark Dodds, P.E. March 16, 1993 Page Two . Item #4: I have been advised by Jeff Wilson, Planning Supervisor that the limitation of construction work will be decided by the City Council. Item #7: Please provide a detail of the subslab drain rock; quantity, size, thickness of layer, materials, flow direction, connections to other drainage systems, etc. Item #8: The approved drainage plan must show how the footing, rockery and other on - site drain lines, i.e. yard drains etc. are to be sized, installed, where they are located and where they will drain or connect into other systems.. The plans shall detail the placement of footing drains around the perimeter and show how and where they tie into other drainage systems. Details are also needed on how off site drainage discharge will be managed. Trench dams or other similar protection along the subslab trench drain for the prevention of excessive flow and erosion of cuts should be addressed.- Review and comment on the existing sanitary sewer on the south side of the lot. Does it need to be relocated or protected? Your response would be considered a contingency plan if in your professional opinion the excavation and grading work will not effect this utility line. As you know, this area has been designated by the City Hearing Examiner as a potential landslide hazard area. City staff receives numerous public inquiries as.each lot.develops and it is the intention of the Building Division to consistently require comparable design detail and satisfactory contingency plans to quell and,defend development queries. It is not acceptable to state that the on -site geotechnical engineer shall make necessary adjustments to problems as they present themselves due to the need for over excavation because the original soils report failed to address the true depth of bearing soil or plans were not detailed enough to install drainage systems. Thank you, Jeannine L: Graf Acting Building Official cc: Jim Walker, Assistant City Engineer Mark McNaughton J DODDS Geosciences Inc- 2063919270 S-ToEET RLE OEOSCIENCES INC. Port Office Box 6966 Be)ievue, WA 98008-0966 Telephone (206)391.8255 Fa_ -simile (206)391-8270 P.01 RECEIVED MAR 1 5 1993 PERMIT COUNTER Homcstyle Construction Job Number 960 221 James Street, Suite 100 March 15, 1993 Edmonds, WA 98020 Attention: Mark McNaughton Subject: Geotechnical Response 02 Lot 1, Harbor Hills Subdivision Edmonds, Washington Reference: 1) Geoteclmical Review of Resubtnittal Proposed McNaughton Single -Family Residence Lot 1 Harbor Hills Subdivision 1110 Daley Place Edmonds, Washington by Landau Associates, Inc., dated March 5, 1993 Gentlemen: The following are our responses to the referenced review letter. Itein numbers in this letter correspond to those item numbers utilized in the Landau letter. Item 1) The owner of Lot 1 is the contractor who was in charge of construct the house on Lot 2. As such, it appears that he would be well aware if there was any fill placed on Lot 1 duringdie construction of Lot 2. The owner of Lot 1 has worked closely with all professionas in the preparation of the submitted construction documents and has been advised numerous times regarding potential risks and possible corrective measures which rony be required to protect his and adjacent properties during construction. As it is our responsibiilty to issue a final letter documenting compliance with our recommendations and related permit issues, it would appear reasonable to have the inspecting building official depend on our office to determine suitable soil bearing and drainage installation. Item 4) It is this office's general opinion that because this winter has been quite dry, excavation and earthwork activities can begin immediately on Lot 1. This op on might possibly change depending upon future weather patterns. Item 7) - Drain rock should meet the requirements as listed in Section 9-03.12(4) of the Washington State Department of Trans rtation 1991 Standard Specifications. It has been out experience that drain rock faol. into place at 100% compaction with full, compliance of structural fill requirements. This office will observe the placement of the drain rock, and if there are any soft compressible areas, we will point these out to the contractor for repair. - Item 8) A concrete slab is not required for a drain located 8 feet below grades in the proposed rockery area provided fill soils in the trench below the rockery are dense and unyielding. This will be verified in the field during backfilling of the trench. J J ...__. yr. _.•Jr .. .. �� ..r�� ..�� ..�� GEOTECHNICAL RESPONSE #21LOT 1 HARBOR HILLS Job Number 960 March 15, 1993 page 2 We trust this lettet provides the information you require. If there are any questions, please contact the undersigned directly at 391-8255. Sincerely: >DODDS Geosclences Jhc. � , K. oo -.b 0. M.:*Mv O ; 9 22508 Al - EXPIRES Mark K. od , P.E. MKDJwd SPREET FILE ReceivED MAR t 5 1993 PERMIT COUNTER APPLICANT/OWNER LIABILITY LANDSLIDE ACKNOWLEDGEMENT DECLARATION We hereby warrant that all information submitted for the purposes of obtaining a building permit at Lot 1 of Harbor Hills, Edmonds, Washington is accurate and correct to the best of my knowledge and do hereby relieve the City and its staff from any liability associated with the acceptance and reliance of information provided for permit submittal. Our application may reference the reports of prior public consultants to the City, but all conclusions are those of the applicant/owner and our design professionals. We also understand and accept the risk of developing in an area with potential unstable soils. This statement is drafted and provided to the City of Edmonds as is required to submit for and obtain a building permit in an area that has been designated by the City of Edmonds to be located in an area that requires permit applications to conform to a set of permit standards referred to as the Earth Subsidence/Landslide Hazard areas permit submittal checklist. The City of Edmonds requires this letter to accept a building permit application and to issue a building permit. Mark A. McNaughton Marna L. McNaught n STATE OF WASHINGTON ) (INDIVIDUAL)�� ss. COUNTY OF SNOHOMISH ) I certify that I know or have satisfactory evidence that fi)t w ,A . 91R=Aabo signed this instrument and acknowledged it to be (his/her) free and voluntary act v for the uses and purposes mentioned in the instrument. DATED`-fn h C A _43 N PUBLIC My appointment expires 1 9 PIP'* L I 2 WA�G0 /fC«xlnno JjllrA93 jFj STATE OF WASHINGTON ) (INDIVIDUAL) V� E,R ss. t��.•.••.....•• S,, COUNTY OF SNOHOMISH ) �s��SS ON I, I certify that I know or have satisfactory evidence that sc4 NO TAIpY' (mQ/lX2Gl L , rY�I�t L� G� signed this instrument p _ and acknowledged it to be (Qs/her) free and voluntary act ;,A •9r0� B L t �� for the uses and purposes mentioned in the instrument. 9JF Z L.if 1• .•i •.r.• * �F WASH�� DATED AC]j M)l NO PUBLIC My appointment expires Of LCI j 0 STREET FILE • �FCg�VED MAR 15 1993 PERMIT COUNTER AGREEMENT TO ALLOW ACCESS ONTO AND GRADING OF LOT 2 HARBOR HILLS AS REQUIRED FOR CONSTRUCTION ON LOT 1 OF HARBOR HILLS (see attached drawing) We hereby give Homestyle Construction permission to grade 10' into our property from the South property Northward for purposes of constructing a home on Lot 1 of Harbor Hills. This agreement shall expire upon completion of backfilling of the subject foundation and relandscaping of our property to its original condition. Construction must also begin prior to July 1, 1993 or this agreement shall expire. _7 C, Ra mond Horton Date: n Z 9 3 - 1 Leslie Horton Date: Homestyle Construction agrees to return the Horton's property (Lot 2 of Harbor Hills) to its original condition upon completion of backfill. Homestyle Construction agrees to hold Mr. and Mrs. Horton harmless from any damage or injury caused by access to their property. Homestyle Construction By L i z, --2- �& Mark A. McNaughto , Authorized Agent Date: 3 i/ Z'i-? i - - -- 221 James -Street, nds00 j ' `"' `° 6 J Y n T, WA 98020 OD26 Z 0 5 0 J -3 T r COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD HAei g0UPJTC Under the review procedures established pursuant to the State• Building Code, incorporating amendments promulgated by the City of Edmonds, and as a prerequisite to the issuance of'a building permit .for the construction of a residential structure and' attendant facilities, the .undersigned OWNERS of property do hereby covenant, stipulate and promise as follows: - 1. Description C� subject Pr=er -y. This covenah4- ci notification and indemnification/hold harmless.relates to a tract of land at the street address of 1110 Daley Place - (insert street address)•, Edmonds, Snohomish County, Washington and legally described as: LOT 1, HARBOR HILLS, AS PER PLAT RECORDED IN VOLUME 49 OF PLATS, ON PAGES 165- 167, INCLUSIVE, RECORDS OF SNOHOMISH COUNTY. SITUATE IN THE CE3 OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. = X. w 2Z r i 01- .J A 2. Notification and. Covenant of Notification. The above referenced site (hereinafter "subject site") lies within an area which has been identified by the City of Edmonds as having a potential for earth subsidence or landslide* hazard. The risks associated with development of the site have been'evaluated by technical consultants and engineers engaged by the applicant -as a part. of the -process to obtain a -building permit for the subject site. The results of the consultant's reports and evaluations 'of WSS52079A/0006.040.034 -1- WSS/klt 02/08/90 BUILDING VOi.. 272 PAGE 0 0 31 FEB 9 - 1"0 the ..risks associated with development are contained in building permit file number (insert number) on file with the City of Edmonds Building Department.' Conditions, limitations, or: prohibitions on development may have been imposed in accordance with the recommendations of the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements and conditions proposed by the OWNERS' geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference -from the contents of the file as fully as if herein set forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest. in.. the property is put on notice of the 'existence of the content of the file and the City urges review of its contents. The file may* be reviewed during normal business hours or copies obtained at. the Planning Department, City of Edmonds, 505 Bell Street-,' Edmonds, Washington 98020. 3. Indemnification and Hold Harmless. .The undersigned OWNERS hereby waive any and all liability associated with- _'dev@lopment, stating that they have fully informed themselves of - all risks associated 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 employees WSS52079A/0006.040.034 -2- WSS/kit 02/08/90 9305070260 V0L.2724PaoE0032 arising from and out of such development.' In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and . assignees., do. hereby., promise.. to indemnify and hold harmless the City of.Edmonds, its officers, agents and employees from any 'loss, claim, liability .or damage of any kind or nature. to persons or property either on or off the site resulting from or out of earth subsidence or -landslide hazard; arising from or out of the issuance of any permits) authorizing development of the site, or occurring or arising out of 'any false, misleading,': or inaccurate information provided by* the OWNERS, their employees, or professional consultants In the course of issuance of the building permit. 4. Insurance Recmirement.. In addition to any bonding which may be required during the course of .development, the Community Services Director has not (strike one) specifically required. the maintenance of an 'insurance policy -for public liability coverage in the amount and .for the tite set.forth below in -order to.provide for the financial -responsibilities established through the indemnification and hold harmless agreement above: (insert insurance requirements and time period, if any --if no insurance required, so state.] WSS52079A/0006.040.034 -3- WSS/klt 02,08/90 _ von. ,2 "7 2 4 PACE 0 0 3 3 9305070260 5. Covenant to Touch and Concern the Land. This covenant of notification and indemnification/hold harmless touches and 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 or any other•person'or entity.'acquiring. an. interest in property,, as their interest may appear: This provision 'shall not be interpreted. to require a mortgagor or lender- to .indemnify the City except'tq the extent of .their loss nor: to obligate such persons to. maintain the insurance .above required. DONt. this f� ` .�� day' of 199-?: OWNERS) Y' B . Mark A. McNaugh Marna.L. Melptighton By. STATE OF WASHINGTON ) ss: COUNTY. OF ) I certify- that I know or have satisfactory evidence, - that M r r ' igned' this instrument .and acknowledged WSS52079A/000.6..040.034 -4- WSS/klt 02%08/90 poi. 272 4 PA60 0 3 4 • • ; it to be'(his/her). �SS►ON 090 ; `N free and voluntaryact for th 1 mentioned In this instrument. Y NS. c' DATED this L 1 r cn :-ypU8 0C .day of _- L Y l a.(i �l , 199•o h•• _ O 9�F •I�.1°�\N�1 WASH NO Y IC My commission expires: I qj STATE OF WASHINGTON ) ) ss: COUNTY OF ) I certify that I know or have. satisfactory evidence that MQ1}'X,tC.;rn 1.signed this instrument and acknowl ��3UE q z it to be h �...••••••. S (his/her) free and voluntary act. for' the p r �'••• 10h �•.••,�t�� mentioned in this instrument. * co NOTAR.$, DATED this00 1: � 9�F0i'p••j�. l•• a''�O O STATE OF WASHINGTON )' ) ss: COUNTY.OF ) I certify that I that NO UBLIC Z AS My co Sion expires: 1 know or have satisfactory evidence signed -this instrument, on oath stated that (he/she) ,was authorized to execute the instrument and acknowledged it as the (title) Of (name .of party on behalf of whom instrument was executed). to be the free and voluntary act of such party for the uses and purposes mentioned,in this instrument_ DATED this day of 199 . NOTARY PUBLIC My commission expires: WSS52079A/0006.040.034 -5- WSS/klt 02/08/90 VOL.2724EAsE0035 �05070260 STRUCTURAL DESIGN ASSOCIATSINC. SUBJECT: — 2[tHT: I OF P.O. Box 5366 • Lynnwood, WA 98>T46 Phone: (206) 775-7434 • FAX 775-7435 BY: 2_�_ 14 DATE: 3 93 CHKD: JOB NO: 92-- 412 STATE OF WASFiIMAON BOARD OF REGISTRATION FOR PROFESSIONAL ENGINEERS AND LAND SURVEYORS DOM 5t8n (200) 753-X34 PC) SOY Af,49 Applicatiuris (24E) M-6906 OLYMNA, WASHINGTON M07.gW) January 15, 1993 Structural Design Attn: Robert Hughes This letter is verification that Cornelius D. Vanden F_nde is lice.»sed as a professional engineer in the state of Washington, under certificate 0 9465, issued 9/1/65. lie is licensed in the disciplines of civil and structural and his license is current until December 22, 1994. Should you have any further questions, please call the Board office and we will be happy to help you. Sincerely, e/p� Bev Olsen Licensing Section b: STRUCTURAL DESIGN AS.. IATES, INC. Q0 CONSULTING ENGINEER 5630. 198TH ST. S.W. P.O. BOX 5366 LYNNWOOD.WA98046 • PHONE:(206)775.7434 February 22, 1993 STREET Mark McNaughton �Q, Homestyle Construction 221 James St., Suite 100 Edmonds, WA 98020 subject: Residence on Lot 1, Harbor Hills, Edmonds, Wash. - DECLARATION STATEMENT - REVISED - Our Ref.: Letters\92-412.dh Dear Mark: This letter is to inform you that our office has reviewed the geotechnical report from Dodds Geosciences, Inc. No. 960, dated July 5, 1992, and the declaration letter dated February 22, 1993. The review indicates that the lot is in an area subject to ground failure: "...the Probability of earth movement over a period of 25 years will be less than thirty percent.". It is impossible to guarantee future slope stability, regardless of how well it is investigated or engineered, and there are always risks associated with construction in a known hazardous area. Among these risks is the possibility of the loss or damage to your property and life, as well as the property and life of neighbors, public and private, due to soil failure. Because of the unpredictable nature and wet condition of the soils, owners must assume the responsibility for risks of building and living in this known hazardous area. The reports, recommendations, opinions, designs and specifications, associated with this project are professional opinions only, and are not to be construed as a warranty, expressed or implied, against loss or damage. To the best of our knowledge and understanding, the building plans, submitted with the permit application substantially incorporate the above mentioned reports' recommendation. Careful and conscientious application of the above referenced recommendations during and after construction will apparently not increase the risk associated with this site. Respectfully submitted, STRUCTURAL DESIGN ASSOCIATES, INC. bv: Kase Vanden Ende, P.E. president KVE/ev RECEIVED F E B 2 4 1993 PERMIT COUNTER STRUCTURAL ENGINEERING DESIGN AND INVESTIGATION- OEOSGIEN ES INC. sus Pos; Office Box 6966 Bell-9vue, WA 98008-0966 Telephone (206)391-8265 Foccstmlle (206)391-8270 Homesty.le Construction 221 James Street, Suite 100 E(lmonds, WA 98020 R[:7-cfVEo STREET FILE FEB 221993 SDA, INN - Attention: Mark McNaughton Subject: Geotechnical Engi.neerinp Review and Declaration Lot 1, Harbor Hills Subdivision Edmonds, Washington Reference: 1) Drainage, Grading, and T.E. & S.C. Plan for Mark McNaughton - 2 Sheets by Lovell - Sauerland & Associates, Inc. last revised 2/17193; signed by Craig Campbell 2) Architectural plans entitled Residence for Mark and Marna McNaughton - 8 Sheets by Design Consultants dated 2/09/93; signed by Cornelis Vanden Ende 3) City of Edmonds Envirorunental Checklist dated 2/16/93 by DODDS Geosciences Inc. Ge:ntlemen.: Job Ntimber 960 February 22,1993 In accordance with your request, this letter transmits the results of our review of the geotechrueal aspects of the referenced flans and checklist. Our review revealed that the referenced plans and specifications conform to recommendations pr<sented in our soils report. In accordance with City of Edmonds requirements, the following statement is made: In our judgement the referenced plans and specifications conform to the rec!onimendations in the geotechrdeal report; The risk of damage to the proposed development, and to adjacent properties from soil imiabi.li.ty will be nunimal, subject to the conditions set forth in the report. The proposed development will not increase the potential for soil movement. We estimate that the statistical probability of earth movement over a 25-year period will be less than 30 percent. The deep drainage trench which .extends under the home reduces this risk sj.gruficantly. If there are any questions please contact me directly at 391-8255. Sincetely: DODDS Geosciences Inc. RECEIVED Mark K. Dodds, P.E. FEB 2 4 1993 M].D/wd PERMIT COUNTER 1 STRUCTURAL DESIGN ASS CIATES, INC. CONSULTING ENGINEERS 5630-198TH ST. S.W. • P.O. BOX 5366 LYNNWOOD, WA 98046 PHONE: (206)775.7434 Fax: %%5-7435, S T, EIT FI1-2 l 1• lY�1 Ft a : CIF September 2, 1992 Permit Coordinator €f a City Of Edmonds, Building Division 250 Sth Avenue North �'' ' j ° 4E Edmonds, Washington 98020 Subject: Residence at Lot 1, Harbor Hills, Edmonds, Washington - WAIVER REQUEST - Our ref.: Letters\92-412-2.rjh To Whom This may concern: This office requests that the Building Official waives the requirement for an architectural stamp on the construction drawing, and accepts the structural engineering stamp instead. Respectfully submitted, STRUCTURAL DESIGN ASSOCIATES, INC. ' by: Kase Vanden Ende, P.E. y r president KVE/ev Y• " •k r < STRUCTURAL ENGINEERING DESIGN AND INVESTIGATION: BUILDINGS 9 FOUNDATIONS 9 RETAINING WALLS • BRIDGES 0 -PIERS 0 DOCKS • TOWERS • TANKS ROJECT REVIEW CHECKLIST 'TNAME: - "C) PLAN CHECK #: yS SECT ADDRESS: RECEIPT DATE: /� —16 EVIE ED BY: (I itial/Date) PLAN. WATER COMMENTS I FIRE rlQLDG. SEWER STR . EETg.NG-. SetbacksNariance/Setback Adjustment Conditional Use Permit ADB Requirements ---------- a .� Other Zoning Requirements •4-- Underground Wiring Required •S., Lot Slope IS% . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... ----------------- . . . . . . . . . . . . . ------- - SEPA Environmental Checklist/Hydraulics Permit Tree Cutting Plan . . . . . . . . . . . . ...................... Plat/Subdivision Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . .... 9'. Legal Description Verification 19* Quit Claim/Street Dedications 1.1 Easements - Public/Private x - Engineering Storm Drain Review Fee V 13. ..... Engineering 2.2 Inspection Fee . . . . . . . . . . . . . . ........ ... Drainage Plan (On -Site) fkz X- - ------------ -• Setback - To of Bank, Stream, Water Courses Setback - Storm Drain Line ....... . . . . . . . . . . . . . . . . . . . . . . . . . ...... Open Ditch - Existing . . . . . . . . ......... 4QI*11412 - 1.7 18 Culvert Required Culvert Size 19 20' Shoulder Drainage/Shale Open Runoff Catch Basin Required Driveway Slope & Vehicle Access 2,3; Sidewalk Required PERM Curb & Gutter Required 121/7M?- Curb Cut For Driveway Required W65!!r/A Street Paving Required . . . . . . . . . . Right -Of -Way Construction Permit Required28 A j Street Name Sign Required NkD Other Signing Required ................ - - - - - - - - - - - - - - - - - - - . . . . . - - - - - Bond Required For Public Improvements L)a . . . . . . . . . . FEMA Map Check/Water Table ....... . . . . . . . . . . . . Side Sewer Availability Ligep ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Calculate Sewer Connection Fee If No LID # Create Street File Lf e,!�, Existing Water Main Size . . . . . .. . . . . . . . . . . . . . . Water Meter Size ...... ..... 37 Service Line Size 00. BONN Water Meter Charge Required Hydrant Required , M." . ...... 7W Hydrant Size Existing Fire Line Charge Required - Sprinkler c-K ............... 41 `:42 Street Cut -0- 43 IMiscellaneous 4-4 Reviewed By: FIRE PLANNING -D STREET FILE OEOSCIENCES INC. r _ Post Office Box 6966 Bellevue, WA' 98008-0966 Telephone (206)391-8255 Facsimile (206)391-8270 Homestyle Construction Job Number 960 221 James Street, Suite 100 November 16, 1992 Edmonds, WA 98020 Attention: Mark McNaughton Subject: Professional Opinion Application of Meadowdale Criteria Lot 1, Harbor Hills Subdivision Edmonds, Washington. Gentlemen: Edmonds City Ordinance #2661 and the Earth Community Development. Code Chapter 19.05, herein referred to as the "Meadowdale Criteria", were generally enacted to provide guidelines in the engineering and development of the Meadowdale Landslide Area. This landslide area is located in the northern portion of Edmonds, and is a large, geologically distinct zone with a well documented history of landslides, subsidence, erosion hazards, and washouts. The criteria for development in the Meadowdale Area is necessarily thorough and stringent, requiring expensive testing, complete analyses of worst -case conditions, and documentation of owner understandings and consultant opinions and responsibilities. It is my opinion that the Meadowdale Criteria is completely appropriate and generally applicable to larger areas/neighborhoods with a distinct history of landslide problems and/or the potential for instability problems. The application of the criteria, when a history of landsliding problems has been documented, provides some protection for both the owner and the surrounding neighborhood: However, that is not the case with Lot 1 of the Harbor Hills Subdivision. We are not aware of any history of landslide, subsidence, or erosion problems on this lot. The lot has a mild slope, with subsurface conditions (ground and water) apparently similar to that of the adjacent older neighborhood which was constructed in the past without the stringent Meadowdale Criteria being applied. This older neighborhood appears to have generally withstood the test of time. It is our opinion that the Meadowdale Criteria should not be applied to Lot 1 of the Harbor Hills Subdivision, as it is not appropriate. Applying massive hypothetical earthquakes and examining numerous compounded worst -case scenarios is not reasonable or appropriate. The City of Edmonds should still require competent engineering and design of the proposed home, and quality construction practices during the building of the home, in accordance with normal standards and conditions. 4 i LOT 1 HARBOR HILLS Job Number 960 i November 16, 1992 Page 2 If there are any questions concerning this letter, please contact me directly at 391-8255. Sincerely: DODDS Geosciences Inc. 4� K'• 1) wAS41 22508 SS�oNA��` EXPIRES Mark K. Dodds, P.E. MKD/wd t 1 • GEOSCIENCES INC. a Post Office Box 6966 Bellevue, WA 98008-0966 Telephone/FAX (206)391-8255 Homestyle Construction PDDvIlT COUNTER 221 James Street, Suite 100 Edmonds, WA 98020 Attention: Mark McNaughton Subject: Geotechnical Engineering Review and Declaration Lot 1, Harbor Hills Subdivision Edmonds, Washington Reference: 1) Drainage, Grading, and T.E. & S.C. Plan for Mark McNaughton - 2 Sheets by Lovell - Sauerland & Associates, Inc. dated 7/10/92; signed by Craig Campbell - 2) Architectural Plans entitled Residence for Mark and Marna McNaughton - 8 Sheets by Design Consultants dated 08/08192; signed by Cornelis Vanden Ende Gentlemen: In accordance with your request, this letter transmits the results of our review of the geotechnical aspects of the referenced plans. Our review revealed that the referenced plans and specifications conform to recommendations presented in our soils report. Please note that the temporary excavation for the garage (with 1.5:1 H:V side slopes) will extend somewhat into the adjacent property to the north. If this is not acceptable and if a construction easement cannot be. attained, then shoring will. be required. In ' accordance with City of Edmonds requirements, the following statement is made: In our judgement the referenced plans and specifications conform to the recommendations in the geotechnical report; The risk of damage to the proposed development, and to adjacent properties from soil instability will be minimal, subject to the conditions set forth in the report. The proposed development will not increase the potential for soil movement. We estimate that the statistical probability of earth movement over a 25-year period will be less than 30 percent. The deep drainage trench which extends under the home reduces this risk significantly. If there are any questions please contact me directly at 799-2962. Sincerely: OEOSCIENCES INC, Post Office Box 6966 Bellevue, WA 98008-0966 Telephone (206)391-8255 fo,:slmlla (206)391-8270 Homestyle Construction 221 James Street, Suite 100 Edmonds, WA 98020 Attention.: Mark McNaughton Subject: Geotechrdcal Response Lot 1, Harbor Hills Subdivision Edmonds, Washington. Reference: 1) Preliminary Geotechnical Review Proposed McNaughton Single -Family Residence 1110 Daley Place - Lot 1 Harbor Hills Edmonds, Washington. by Landau Associates, Inc., dated January 27, 1993 2) Findings and Decision of the Hearing Examiner of the City of Edmonds Dated December 23,1993 File: CU-92-178 01.ntlemen: Job Number 960 February 17, 1992 R�( E I V E D FEB 181993 In accordance with the request of the lead engineer, this letter has been prepared to address those concerns presented in Reference No. 1. The following responses are presented in the same order as presented in Reference No. 1. 1) It is our understanding that the site has not been filled or modified since the original work by Cascade Testing Laboratories. Further explorations are not necessary. At this time, we do not anticipate the need for extended foundations, additional shoring or slope easements, or greater quantities of excavation and/or imported fill beyond that shown on the latest set of plans. 3) Completed. 4) This statement is incorrect, and does not accurately reflect the Hearing Examiner's decision. The Hearing Examiner's decision # 12 as shown on pages 10 and 11 is quoted as follows: "The ap U nt may be limited in the period of time in which construction can occur. The City o8 )dmonds, Department of Engineering, shall establish the exact period of time in which excavation may occur. The Engineering Department should consider factors including weather conditions, soil conditions, water tables, weather forecasts, and any other factor that could have an impact on construction.." Rece:1VZO FEB 2 4 1993 PERMIT COUNTER GEOTECHNICAL RESPONSE - McNA UGHTON LOT Job Number 960 February 17, 1993 Page 2 7) Details have been provided regarding the subslab drain. Please see page 5 of our July 5, 1992 report. The trench walls should be cut as steeply as practical, as workmen do not need to enter the trench. Materials were specified in our July 5th report. Compaction of drain rock is not necessary as it rolls into place at, or very near 100% compaction. The drain will have negligible impact on bearing capacity and settlement of overlying foundations. 8 - Part 5) Trench dams are not necessary as the trench walls will be lined with geotextile fabric. Erosion of trench backf.11 is impossible (erosion of drain rock?) while erosion of native materials will be minimal to none. If there are any questions concerning this response letter, please contact the undersigned directly at 391-8255. Sincerely: DODDS Geosciences Inc. �. �y K. Doo Q' .-F WAS `•. O U'l1NA+ Li\ 1 EXPIRES al 7-Y" Mark K. Dodds, P.E. MKD/wd z EE,T FIB 0 �� AW MITIGATED FILE# N/A po Jaw DETERMINATION OF NONSIGNIFICANCE Description of proposal Single Family Dwelling Proponent Homestyle Construction 221 James St., # 100, Edmonds, WA 98020 Location of proposal, including street address, if any 1110 Daly Place, Edmonds, WA 98026 Lead Agency Edmonds Planning Division The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. There is no comment period for this DNS. x This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 days from the date below. Comments must be submitted by August 16, 1990 Responsible Official Position/Title John Bissell Code Enforcement Tech. Phone 771-3202 Address 250 5th Ave. N., Edmonds WA 98020 Date July 27, 1990 Signature X You may appeal this determination of nonsignificance to Hearing Examiner t at 250 5th Ave. North, Edmonds, WA 98020 no later than 5:00 p.m. Aug. 26, 1990. by filing a written appeal citing reasons. You should be prepared to make specific factual objections. Contact John Bissell to read or ask about the procedures for SEPA appeals. CONDITIONS OF MITIGATION HOMESTYLE BUILDING PERMIT PLAN CHECK # 183 This determination of nonsignificance is subject to the following conditions: 1. All excavation and grading shall comply with Chapter 70 of the Uniform Building Code, 1989 edition. Z. The Applicant shall obtain a building permit from the Building Department and comply with all conditions of permit approval. 3. The Applicant shall submit a drainage plan to the City Engineering Division and follow the required guidelines. 4. A qualified engineer shall be retained on site to observe excavation and soil conditions, and the applicant shall follow the foundation recommendations of .said engineer. 5. The Applicant shall make every reasonable effort to keep exposed soil covered during construction. 6. A fabric filter fence and hay bales shall be placed around the perimeter of any grading site 7. The Applicant is to make every possible effort to keep dust controlled and to keep the streets clear of dirt and debris. NOTE: Though the site is wet and has some surface water on the site, the SEPA review completed at the time of the original plat determined that this lot is not a wetland. Plat number P-8-84. • • MEMORANDUM August 1, 1990 TO: Building Division FROM: Gordie Hyde,. Engineering Coordinator SUBJECT: PLAN CHECK NO. 183, 1110 DALEY PL. I have reviewed this plan that depicts a driveway that approaches the upper limit of 14%. In order to prevent a future problem, when the Building Inspector does a footing inspection, I would like to be informed so that Engineering can determine if the final garage slab to the street grade will require a waiver for the driveway slope. The waiver can then'be processed while construction is in progress, rather than delaying the final. Thank you for your cooperation. GCH/sdt /�i�Gl�%9T/oi✓ EXP/Rco PLNCK183/TXTST530 SrREE'r FILE LANDAU A ASSOCIATES, INC. Environmental and Geotechnical Services City of Edmonds 250 Fifth Ave. North Edmonds, WA 98020 STREET FILE gt�ILDINt; 199Z January 27, 1993 Attn: Ms. Sharon Nolan RE: PRELIMINARY GEOTECHNICAL REVIEW PROPOSED MCNAUGHTON SINGLE-FAMILY -RESIDENCE 1110 DALEY PLACE - LOT 1, HARBOR HILLS EDMONDS, WASHINGTON Dear Ms. Nolan: 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 several issues associated with the proposed dwelling require resolution in accordance with City Ordinance No. 2661 requirements. Our comments are as follows: 1. The Geotechnical Engineer has not provided a report with exploratory borings or test pits completed for this specific residence. The exploratory work submitted was done. several years ago by another firm. Since the explorations were performed, portions of the site have been filled. and/or otherwise modified.. In addition, the Geotechnical Review -was completed prior to the finalization of the project plans. Landau Associates recommends that the Geotechnical Engineer evaluate this situation with respect to the. need for additional explorations. If additional explorations are not performed, the City should require the Geotechnical Engineer comment on site design/construction modifications which could result .from the post -site exploration filling/grading work: Topics include, but are not limited to; the need for extended foundations, greater quantities of excavation/imported fill and the possible need for additional shoring/slope easements. P.O. BOX 1029 - EDMONDS. WA 98020 9129 - (206y778-0907 -TAX (206) 778-0409 SPOKANE: (509) 327-9737 -FAX (509) 327-9691 /TACOMA: (206) 926-2493 - FAX (206) 926-2531 1 2. It is not clear who has been designated as the lead design professional. Based on the submittals, we assume that Structural Design Associates, Inc. (Kase Vanden Ende, P.E.) is performing these duties although it appears that the owner has provided much of the coordination which is typically the responsibility of the Lead Design Professional. Specific roles should be clarified. 3. The geotechnical documents do not comment on the Environmental Checklist, as is required under Ordinance No. 2661. It is the Lead Design Professional's responsibility to coordinate the proper review of documents for the applicant. We recommend a brief review by the Lead Design Professional to determine if the proper review sequence has been followed, and correct any noted deficiencies. 4. The Environmental Checklist indicates that construction will take place during the rainy season, which is inappropriate and in conflict with the Hearing Examiner's Decision. 5. Landau Associates observed vegetation typical of ,wetlands in the western portion of the site, which is contrary to statements in the Environmental Checklist. The City may wish to address this issue more completely. 6. Dodd Geosciences, Inc. indicates that a construction easement is required to accommodate the temporary slopes on the north side of the structure. This easement should be provided or a shoring system should be designed and shown on the plans. 7. More detail - should be provided regarding construction of the subslab . drain, with particular emphasis on materials used, temporary excavation stability/design, fill compaction criteria and the effect of this construction on bearing capacity and settlement of overlying foundations. It is not clear if. excavation/fill quantities from this drain have been factored into the present quantity calculations. 8. The drainage information shown on the various documents is inconsistent. It is not clear how the footing , rockery; and other drains are to be installed and to where they will drain. It is also unclear if the existing sanitary sewer along the south side of the lot will require relocation or special protection from.site grading and/or rockery/fill surcharge loads. Drainage issues which need clarification include: .1) resolve a discrepancy with the footing drain placement shown on Sheet 5 of the Project Plans vs Sheet 2 of the Lovell-Sauerland Drainage Plan; 2) explain.,why footing drain are not required around the entire perimeter of the residence on this acknowledged wet site, especially in areas .where wall backfill will be 6-10 ft and/or where the project plans require a connection to the footing drain (i.e. window well, Sheet 2); 3) show how offsite drains discharging 01/27/93 EDMONDSWCNAUPREREV 2 LANDAU ASSOCIATES. INC. to the site will be managed (i.e. two drain pipes from Lot 3; 4) Clarify the sanitary sewer line questions cited above; 5) Clarify the need, if any, for "trench dams" or other similar protection along the subslab trench drain to prevent excessive flow and associated erosion of trench backfill or native materials; .6) show a- typical yard drain detail and 7) demonstrate that the yard drain shown at. the termination of the subslab trench drain will be of adequate size to handle the anticipated flows. 9. The topographic survey does not extend onto adjacent lots and show adjacent structures, as required by City Ordinance No. 2661. 10. The requirements of the Hearing Examiner regarding hydroseeding and disposition of fill material should be made a part of the project plans and specifications. 11. Either the Hearing Examiners finding in item #15 on page 6 of the decision regarding "no spread footings" or the. Project plans which show spread footings should be revised .so that the record is clear that the proposed foundations are acceptable. 12. Item 14 of the Hearing Examiner's Findings states that"there will be no fill,or excavation pushed down the slope". This is inconsistent with the Grading Plan which shows that several feet of fill will be placed west of the residence (downslope). Clarification should be provided. For the above reasons, it is difficult to fully evaluate the proposed construction. We recommend that the Lead. Design Professional remedy/explain the above items while performing a careful review of the specific requirements of City Ordinance No. 2661. The Lead Design Professional should then resubmit any necessary documents. Landau Associates is available to review the resubmittal should the City desire. Please contact the undersigned should you have any questions concerning this review. LANDAU ASSOCIATES, INC. DMW/WDE/fas No. 74017.20 01/27/93 EDMONDS\MCNAUPRE.REV 3 By: r Dean M. White, P.E. and cc William D. Evans, CPG LANDAU ASSOCIATES. INC. ATTACHMENT 1 1. House Plans; stapled set of drawings sealed December 22,1992 by Cornelius D. Vanden Ende; sheets numbered 1 through 8. 2. Topographic Survey, Drainage, Grading and T.E. & S.C. Plan; two stapled sheets dated August 4,1992 by Lovell-Sauerland & Associates, Inc.. 3. Preliminary Geotechnical Engineering Report; report dated July 5, 1992 -by Dodd Geosciences, Inc. 4. Geotechnical Review and Declaration, single page letter dated August 27,1992 by Dodd Geosciences, Inc. 5. Environmental Checklist dated August 6, 1992; signed by Mark A McNaughton. 6. Engineer. Declaration and Waiver Request; two letters dated September 2,1992 signed by Kase Vanden Ende, P.E. of Structural 'Design Associates. 7. Owner's Declaration; letter dated September 4, 1992 by -Mark A. McNaughton. 8. Hearing Examiner's Decision regarding Conditional Use Permit: dated December 22, 1992 by James M. Driscoll, Hearing''Examinen 9. Preliminary Geotechnical Review, Lot 1, Harbor Hills Subdivision by Landau Associates Inc. dated August 9 1990. 10. Supplemental Geotechnical Review, Lot 1, by Landau Associates, Inc., dated October 11, 1990. 01/27/93 EDMONDSWCNAUPRE:REV LANDAU ASSOCIATES. INC CITY OF EDMONDS ' = �•';s,t.;,.- LAURA M. HALL :�•."s•;, MAYOR 250 - STH AVE. N. EDMONDS. WA.98020 (206) 771-0220 FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT j p Public Works • Planning • Parks and Recreation Engineering 890 19 N. STE.ET FILE January 25, 1993 Marc McNaughton Homestyle Construction 221 James St., Suite 200 Edmonds, WA 98020 Re: Driveway slope waiver for 1110 Daley-Pl. Dear Mr. McNaughton, We have reviewed your request for a driveway slope waiver to seventeen percent (170) for the subject address, and'feel the justification for such a request.is'adequate. Therefore, your request to construct the driveway to seventeen percent is granted. Sincerely, ADDISON L. CHRISMAN IV - Engineering Inspector ALC/sdt c: Sharon Nolan MCNUGHTN/TXTST530 • Incorporated Sister Cities International — Hekinan, Japan �890.199- Jan. 5, 1993 CITY -OF EDMONDS 250 - 5TH AVE. N. • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning'. Parks and Recreation • Engineering Homestyle Construction 221 James St. Suite 200 Edmonds Wa. 98020 SUBJECT: 1110 Daley PI. (Lot 1) Attention: Mark McNaughton LAURA M. HALL MAYOR Dear Mark Your application for a building permit on the subject property is currently under review. We are also in receipt of your written request for exemption from the requirements under E.C.D.C. sec. 19.05. In the past the Building Official has'exempted all or part of the requirements of 19.05 for certain sites. When requested, these exemptions were based on the fact that the site met a series of criteria . One of those criteria is that compliance with 19.05 cannot be a requirement of any other approved action specific to the site, i.e. variance, subdivision, conditional use permit, etc. In the case of Lot 1, the requirement to comply with 19.05 is stated on the face of the Plat documents for Harbor Hills (copy enclosed). - Based on the fact that compliance with chapter 19.05 is a plat requirement, your request for exemption is denied. If you have any questions regarding this matter please call me at 771-0220. Sincerely, C _ Jerry Saterlie Acting Building Official . • Incorporated August 11, 1890 • :�ZN • , Loon General Contractors r TR :ION HOMSC* 1078B yt• F' B December 17, 1992 STREET FILE RECEIVED City of Edmonds 'DEC 2 1 19:+2 250 5th Ave. N. Edmonds, WA 98020 PERMIT COUNTER Attn:, Building Dept. Re: Permit Application #921045 Request for Waiver of Driveway Slope To Whom it May Concern, Please accept our request to increase the slope of the driveway above the 14% standard established by the City. There has been a great deal of planning to site the home at the current elevation with several of'the considerations, as follows: 1. Parking area - the driveway could be averaged to below 14% if the landing were increased from its current 8%. The reason for the 8%.was to maintain a safer parking area -for cars and a lesser slope for walking around the cars, making that area safer for both parking and reducing the slope for slipping. Driveway shall not exceed the city's maximum allowable slope of 20%. 2. The entire cut on the site is far in excess of the 500 yards required to apply for a conditional use permit. Lowering of the garage area would further impact the severity of the cut. 3. Truck trips - Any further cut would require additional truck trips for export, which the neighbors at the entrance have said is their most serious•concern. 4. The basement/garage level already has 9' ceilings, which lowered the driveway grade to its current level 221 James St., Suite 200 Edmonds, WA 98020 (206) 778-6866 �ro General Contractors TR INN HOMSC* 107BB and balanced the rear east wall to retain the hillside to the east. 5. -The driveway was sighted on the north side and high side of the site to keep the slope at a minimum. Please feel free to call if you have any further . questions. Thanks for your consideration and we hope you find our request reasonable. Sincerely, Mark A. McNaughfon, Authorized Agent Homestyle Construction 221 James St., Suite 200 Edmonds, WA 98020 (206) 778-6866 USE PERMIT CITY OF EDMONDS ZONE r� CONSTRUCTION PERMIT APPLICATION`�Z NUMBER 3�`vC;� JOB SUITE/APT a OWNER NAME/NAME OF BUSINESS M INN/LESS ADDRESS O 69 V �J- ci AIVI /� /` 6 l414 TU'�1 LEGAL DESCRIPTION CHECKJ SUBDIVISION �-NO. / LID NO, Zyy MAILING ADDRESS ✓ _ G�y lky "�-,O --+ C r PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ❑ CITY ZIP TELEPHONE NUMBER RW Permit Required ❑ 7 7 0Z EXISTING REQUIRED DEDICATION Street Use Permit Req'd ❑ 40M � PROPOSED 1 h• . Inspection Required '1 NAME Sidewalk Required ❑ O _ Z REMARKSuj LWu ADDRESS Coit� i r k /\ :' I 11 r� 'F�1 ' f) 1 � :` t(? ` i / t W So5'- W UE q CITY ZIP TELEPHONE NUMBER �� , �, �,•,i,,�. �,t ;� . •,Y1 '/5 C, Sl< U ME NA �7�/� A / T i• J 1 O/� ✓/ /I�c C OI✓,5/ Lam/ ENGINEERING I ()y1� t'1 lu c5111.� ERING MEMO DATED REVIEW BY ADDRESS 2'r�f l U Z ES METER SI Eft BUILDING JPPLY SIZE NO. OF FIXTURES ¢ CITY ZIP TELEPHONE NUMBER Z GT W UO Z O E- REMARK t/ 3 STATE LICE05f NV.MBER.; EXPIRATION DATE �/ y jn SIGN AREA SEPA REVIEW ADB N0. Legal Description of Property - include all easements nLLowEo PROPOSED COMPLETE EXEMPT SHORELINE M 40/4f /10A^-rNy OOw) "' Ca<Z "`S VAaj �2 /�8 P414,NIV REVIEW BYA E N W O a SETBACKS -FEET HEIGHT LOT CO ERA 'u Pro A FRONT SIDE �Q REAR ? ✓ �..� 7V Z Pe .y: g :Tex Account -000 0/ -0OO r� REMARKS a `Parcel N6% t L�J L.CJ (J NEW RESIDENTIAL PLUMBING // T / �g� ADDITION COMMERCIAL t^ MECHANICAL o' 1Z 17 6,( ///1l` /� / A oep REMODEL 1:1APT. BLDG. SIGN h (/�� ` (/ VlFrL 5 REPAIR ®yU CYOS. FENCE NCE x-� CHECKED BY TYPE OF CONSTRUCTION CODE NEIGH DEMOLISH ❑ WOODSTOVE SWIM POOL SPECIAL INSPECTOR AREA OCCUPANCY OCCUPANT INSERT HOT TUB/SPA REQUIRED' GROUP LOAD ' RETAINING WALL/ YES QAB&Qa7 ROCKERY RENEWAL REMARKS 0 (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: PROGRESS INSPECTIONS PER UBC 305 Z (15 NUMBER OF STORIES NUMBER OF Th;W4 RrA nql WeAEC_74 PM eoAf o DWELLING 0 UNITS DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) 6,01YS1—J4j&rFA /&jl FINAL INSPECTION REQUIRED A A/ 1200/ 1 VALUATION FEE /� .40 % SOpE r' PLAN CHECK FEE L /� �d HEA �ODUR`CE: GLAZING BUILDING GLSL Opr VT_ Z3 . 1 % PLUMBINGTO 1177 Plan Check NO. 5 MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGIFILL 2 Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE r�O Permit Application: 180 Days Permit Limit: 1 Year - Provided Work Is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE 30�� w successors in interest, agrees to indemnify, defend and hold W harmless the City of Edmonds, Washington, its officials AVIAWY .W G n Qemployees, and agents from any and all claims for damages of J /, i whatever nature, arising directly or indirectly from the Issuance 0 of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT. �7f! C�c��. •�C o modify, waive or reduce any requirement of any city ordinance / x nor limit in any way the City's ability'to enforce any ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that I have read this application; that the ATTENTION APPLICATION APPROVAL information given Is correct; and that I am the owner, or the duly authorized agent of the owner. I agree to comply with city and THIS PERMIT This application is not a permit until state laws regulating construction; and In doing the work authoriz• AUTHORIZES ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa- WORK NOTED Deputy; and fees are paid, and receipt is ti n Insurance. INSPECTION acknowledged in space provided. SIGNfTURE (OWNER OR AGENT) DATE SIGNED DEPARTMENT � CITY OF 7OFF4S IGNATU DATE EDMONDS S% CALL FOR, RELEASED BY:_-) DATE ATTENTION INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 771-0220 ORIGINAL - File YELLOW - Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. Ape 10247 �Z PINK - Owner GOLD - Assessor • STATEMENT ON ACCESSORY UNITS Property Address /i/0 Legal Description �/ U L�'� O+ Ala t.1O(` Yt:IIS Q S �Pr �Id� rCC�Gf PGt ih (]olNN.e 4/9 of 116,4s, o- /poses 16S7 le,/7j %/clus-�e, rteoriS o� S�a�or.',c� eoix,,f / 6i%/itQ e in 4h{ e;iy o� E�.�ncPs �ou�a7 0� �Sncyi�o✓�,.sh, S4&4t o� I.JcaS�it`\34on . I have read the requirements for accessory units contained in Chapter 20.21 of the Edmonds Community Development Code and understand that an accessory unit, including a second kitchen, -is prohibited for at least three years after occupancy is granted and -until after a Conditional Use permit has been approved by the City of Edmonds Hearing Examiner. I also understand that approval of the Conditional Use permit is subject to a public hearing, and neither this statement nor the issuance of a permit shall act to limit - the discretion of the City in the review of any application for a Conditional Use permit,. Property Owner Name��,�/� Date STATE OF WASHINGTON) Nov 1419.90 COUNTY OF SNOHOMISH) I certify that I know or have staisfactory evidence that hto -signed this instrument and acknowledged it to be his her) free and voluntary act for the uses and purposes mentioned in this instrument. Dated' Signature of Notary Public Title TAR My appoint t expires ��. RECORDED WITH THE SNOHOMISFI COUNTY -AUDITOR STREET Fll!,.F: 11 FROJEGT DATA OWNER: Donald Cramer ADDRESS: 1110 Daley Place Edmonds, kNA g8020 TELEPHONE: (425) 775-2112 APN' 00774900000100 LEGAL DESCRIPTION: Harbor Hills, Block 000 D-00, Lot 1, TGW and UND EO 1/JOINT IN TR 100 SCOPE OF PROJECT: ,odd a supporting beam and replace columns at the deck in the front of the house. Portions of the existing beam will be removed and blocked, due to rot. The columns will be replaced for same reason. - No changes will be made to size or shape. 1"=20' P OVED BY ;'" ANNING Corner�W plate Sstb c R Ircd Actual � . Front � ,Z Sides N S o — t� / 7 Rear ENGINEERING DIVISION Od1er APP OV D S NOTED Date:1� .1AMES-ANDEi�SvN 1 'ESIGN, P.S. RE5IDENTl4L ARCHITECTURE '�U�iI�iEJt}P.t I i�pp;��-�yy B$ 3¢iS nnC1vpp'`i�y�'�`�I�nLrE F�F3 GR j ;' Ji :ED;" '; al "')8 CATHERINE ANDERSON RE6I5TERED ARCHITECT 1%26 i6TH Ave. W. ttA Lynnwood, YVA g8036 ILE (425) 7i6-6766 TELEPHONE i NOTE: ALL SLOPES ARP TO OR HYOROSEPOP0 AFTER GRAOINCG. DATUM : CITY OF E_DMONDS I3ENCE- MAAt'� : TOP OF MONUMENT IN CAs E LOC4TED AT THE CENTER OF CUC DE -SAC, OA L EY PL4CE TOP- * 207.5 C F s.) INV _ 204.88 (M4Tc1 ELEV = e2`l.45 E.K. INV. le"STL) EX. C. 8. TO = 205.04 INV: zo2.o4 !Nv = 202.14 LEG E N0 I EXIST CASED MONOMENF C 8,(FIELO SET EXIST IRON PIN WI PLASTIC. CONKIECT TO E.K. 20 15 10 5 0 20 CA P NO' D. ` 6171 ROOF DRN41STV6 W%LOCKING LID Imm Elm GRAPHIC SCALE �TVP) STORM CONNECTION NOT TOP- eOO. 4 ? INV= 177.010--3 CONTRACTOR TO VERIFY THAT THE ELEVATION AT THE CONNECTION POINT IS NO INV = I'77. 74 N E HIGHER THAN 199.0 FEET PRIOR TO START OF CONSTRUCTION. IF CONNECTION POINT / IS HIGHER, THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR APPROPRIATE DESIGN REVISIONS. tL eX. Z S. S. M 14 / ♦ �1� w RIM IE= l`ll.lol�E IE-I91.71-SE ---''' 22O e15 4?10 c'05 i C 0014 (� -F oIP-� OLD EX.C.5. EX. 6' CVCLOME FENCE S.S:Mu` TOP = 198.54 / l/m ° 2od &o INV `194.47 (E = /176- 17- IV to _ 1g6.49-W 20' �. PAACE 20' �/ F 2,20AA4GE dko I° d PROPos E D DRIVEWAY -'- PROFILE D ZO 40 60 80 /00 DRIVE.W4Y PROFILE 5C4 L E. - I "- 20 '1-10RZ. I "- 5 EVEN. NOTE: STREET 01 FILE CONSTRUCTION OF HOUSE FOUNDATIONS WILL REQUIRE SHORING OR, ALTERNATIVELY, PERMISSION FROM THE EX. C 8 OWNER OF LOT 2 TO TEMPORARILY EXCAVATE OVER THE TOP= R11.87 PROPERTY LINE. PERMISSION FROM THE OWNER OF LOT 2 !NV 20T.7l-E SHOULD INCLUDE THE RIGHT TO GRADE AT LEAST 10 FEET (NV =207.50-5 OF THE SOUTH EDGE OF LOT 2. ANY DISTURBED AREAS EX. C B ON LOT 2 SHALL BE RESTORED TO ORIGINAL CONDITION. TOP= 21(.8Z IF PERMISSION CANNOT BE OBTAINED FROM THE OWNER OF INV = 209.108" LOT 2, SHORING MUST BE USED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. Ex 3.5. M I -I COROP)8 J FR J-J J L i IS 2rO�_ RIM = 207.45 /E= 203.25-N INSTAL(, W AAW 8ALE 6 ,P .AROMD INTAKE OF t2" STL DURING CowsTRUCTION (E _ 1 ?(5. qCo NOTE : ACCEPTABLE TIGNTLIMr- MATeRIAL• SC14. 40 PVC, :J SOP, 85 (ASTM D 3034. CAST /ROH GRATE -JEr /Hro BELL RE44W ANo WEHO FLLUJH W R FAC4 0A ,BELL. 16 " 0/4. x 4' h&L AND sP/bor PIPE W/TF/ wrLEr aoLEs. 43 REP-0. GAJr WNC&GTE OH 410MOM CLEF, AN OUT, YARD AAA/N ,04 A=L H.1.3. PROVIDE CLE4NOU7- (TV P) J - CONI\IE.cT ROCKERY DRAI" TO CLEANOOF (7YP) TEMPORARY CUTOFF TRENCH �o �3tC DET41L) g 2 ACTUAL LOCATION 70 Se tJGTERMINEID 8Y GCOTE44 \ FI;Ir�rR/FFR I DA` LIGl !r 7e_MP. CUTOFF TREwr_H 1\/LA P B r \jV J J D V J L L r'-\ C-rr--. JN J., 410 EX. OW4LE Or TEMP " 01A P PEROVIrJE C B. (FIELD SET � '>/ \ 51- \L :I _ m lip - - - - - - Z CONSTRUCT INTE.RCEPTOE, Tf�eNCN TO PICK-UP SWNFACE DRAINAGE ' `�cX.pRAItJ COUt�SE 20' P. U. D. # I OF SNO. Co. ELEC. TR4NS. DISTRIBUTION E46EMENr 'PROVIDE l2"RC.P OR DI SLEEVE UNDER ROCKERY VJ44EP,E CfWWF_D 8Y ,PVC. DAAtNAGE SYSTEM IfTYP.) QUAN1 TY CALCULATIONS PR D AS TOTED LEGAL DESCRIPTION AT !Sy Cu' 12-me TOTAL CUT.=I/DG�S cU. YDS. lkb?- 7iD EXtred (ALL TR ENCNES ,� GUT / OF 144R80R N1LLS, ACCORDING TD INCLUDED) THE PLAT F14EREOF (EF_=�DED IN VOLUME. 47 1200evd- TOT4L FILL�:eW CU. MS. TUE\5E QUANITIES ARE FOR PERMIT APPLICATION OF PLOTS, P,gC7ES ll05 T{(ROUGEf /107� RECEIVE® ONLY. TNEYARE NOT FOR CONTRQGTUALPURPOSES. RECORDS OF 6A101401v1 &J COUNTY W4SI.IINC770N. 14EIGNT CALCULATIONS W5JECF APR O 19� TO EASEMENTS, ALSTIW FIONS AND N. E. coRnIER = 2244 Rt\3ERV47-10nIS OF RECDfiD. PERMIT COUNTER ,:C N.W. CORIVEP- = 2l3 8 & E. CoANER = 22 / ? APR 0 31993 S.W. CORNEP% = e-(08 ? "_`.' V� ��..; DRAINAGE, (570 , GRADING AND T,E,& S.C. PLAN AVG. GROUND EL. e / 7 ? y , FOR MAX, 506. N T 4 25, D M4X.5LD6. EL.- 7 ;°, :4�. v MAR K MCNAUGHTON e4e ACTUAL �6 LOG. ELEV. b}�19z .....,-__-.__.....::. _ .._. / i N NE 14 SECT I ON 24 T , 27 N , , R , 3 E , W , M , l AT !-1/ONesr PT,- 23� 6V . , CITY OF EDMONDS NOTE: ELEVATIONS AT 8LDG. ENVELOP me Rw(.Seb ('4L Rr Is�h 2�f7�93 SNOHOM I SH COUNTY , WASH I NGTON CORN"ERS TO 5E (IERIFIED PRIor� To ih�G Ra1(6eo REVISED PER cl7v OF EDMoNDS EVIE-w 1- 7- 43 AA. C., CONSTIR,L)CTION. ANY CHANGE, IN ELLV4FION MvsT 8E APPROVED Lovell-Sauerland & Associates, Inc. 8 Y PL4 NN I NC.y DIVISION PR,I UI� Engineers/Surveyors/Planners/Development Consultants m %D cDNSTRvcTRoN. 19400 :1Brd AvamtP W giiitp 9.on o TvnnwnnA WA QAnAR a /9nA177r,_1rOi .. I0nA1gAn_AQQA 4- 3 2 REVISED PEK GEOTECH REVILM4.1.13 M.C. REVISE[) PER GEOTECH REI/lpW2•I2-R5 M.C. DRAWN CHECKED DATE F.B. SCALE FILE N0. REV(SE0 PER .Cj.IEmr (•(4-73 M.-c- M.C,C. J. 7-(o.?2 345, p.q7 I"=20' 2355101 SHEET I OF 2 I 1442 i • NOTE: ROCKERIES 70 BE .BUILT ACCORDING' TO GEOTEGH kIIGAI_ 1=NGI Nr-C:01 REG01.. KAENNATIONS ROCKEWY C?ETAI L N.T.5. Materials (1) Size categories shall include: Two -man rocks (300 to 600 pounds), 13" in least dimension; Three-man rocks (800 to 1200,pounds), 16" in least di- mension; and Four -man rocks (1500 to 2200 pounds), 18" in least di- mension. Four -man ;ocks shall be used for bottom course rock in all rock retaining walls over 6' in height. (2) The rock material shall be as nearly rectangular as possible. No stone shall be used which does not,extend through the wall. The rock material shall be Ord. sound, durable and free from weathergd portions, seams, *racks, other defects. The rock density shall be a minimum of 160 pounds per cubic foot. The retaining wall shall be started by excavating a.trench, not less than six (6) inches or more than one (1) foot in depth below subgrade in excavation sections or below the existing ground level in embankment sections. Rock selection and placement shall be such that there will be minimum voids and, in the exposed face of the wall, no open voids over six (6) inches across in any direction. The final course shall have a continuous appearance and be placed to minimize erosion of the backfill material. The larger rocks shall be placed at the. base of the rockery "so that the wall will be stable and have a stable appearance. The rocks. shall be placed in a manner such that longitudinal axis of the rock shall be at right angles or perpen- dicular to the rockery face. The rocks shall have all inclining faces sloping to the back of the rockery. Each course of rocks shall be seated as tightly and evenly as possible on the course beneath. After setting each course of rock, all voids between the rocks shall be chinked on the back with quarry rock to eli- minate any void sufficient to pass a 2-inch square probe. The wall backfill shall consist of quarry spells with a maximum size of four (4) inches and a minimum size of two (2) inches. This material shall be placed to an eight (8) inch minimum thickness between the entire wall and the cut or fill material. The backfill material shall be placed in lifts to an elevation approximately six (6) inches below the top of each course of rocka as they are placed, 'until the uppermost course is placed. Any backfill material on the bearing surface of one rock course shall be removed before setting the next course. . When a sidewalk is to be built over a rock retaining wall, the top of the wall shall be sealed and leveled with a cap constructed of cement concrete, Class "C" in accordance with the applicable provisions of Section 6-02 of. the Standard Specifications, but with reduced water content resulting in slump of not over two (2) inches. WRAPAROVND 0RAINR0C1<, NONWOVEN GEOTEXTILE MIRAFI 140NI WPACZ/ P ORSIMILAfi • - � _ _,III CONSTRUCTION SEQUENCE 1. PRECONSTRUCTION CONFERENCE., 2. FLAG PROPERTY LINES AND CLEARING LIMITS. •3. INSTALL ROCK CONSTRUCTION ENTRANCE. 4. INSTALL EROSION CONTROL DOWNSLOPE OF CONSTRUCTION AREA. STAKE 5. CLEAR AND GRUB SITE. FILTER 6. EXCAVATE TEMPORARY CUTOFF TRENCH. FABRIC 7. GENERAL SITE EXCAVATI.ON. INSTALL TEMPORARY DRAINAGE MEASURES AS PEA REQUIRED. INSTALL ROCKERIES AS REQUIRED. GRAVEL 8. EXCAVATE BUILDING AREA. INSTALL SUBSLAB TRENCH DRAIN. PLACE SUBSLAB FILL. 9: CONSTRUCT FOOTINGS AND FOUNDATION WALLS, WITH WATERSTOPS. N WATERPROOF WALLS. INSTALL DRAINAGE GEOTEXTILE AGAINST. FOUNDATION WALL. 10. INSTALL PERMANENT DRAINAGE FACILITIES, AS REQUIRED. 8'11. 01RUATILL WALLJ. rLAUE 5l'l'r: r'1LL AND REMAINING ROCKERIES. 1.2. INSTALL UTILITIES AS REQUIRED. ROCK- LINED CONSTRUCTION ENTRANCE 1. Set .the stakes. 2. Excavate ae•Att"trench 13. FINAL GRADE AND PAVE DRIVEWAY. NOT TO SCALE Upsloae, along the ilne of 14. UPON COMPLETION OF LANDSCAPING, REMOVE REMAINING TEMPORARY EROSION CONTROL MEASURES GEOTECHNICAL NOTES: 15. CLEAN STORM DRAINAGE SYSTEM. ��. Flo® -„; �� • IZ" L , 3. Staple filter material to C BACKFIL( Wrny �'�" ekts and extend It Into ISPAVSL 6pCKF/LL /� the trench. clj the ji J i DRAIN ROCK = COARSE AGGREGATE WITH THE FOLLOWING GRADATION SIEVE SITE MINIMUM % BY WEIGHT ' MAXIMUM % BY WEIGHT 1' SQUARE 1oa% 3/4" SQUARE 80% 100% 3/8" SQUARE 10% 40% U.S. k4 SiEVE 0 4% U.S. #200 SIEVE 0 2% CONSTRUCTION Of A FILTER BARRIER - 2' SILTY CLAYEY PRO Filter Barrier: This sediehit barrier auiy be constructed using SOIL CAP IN star ar strength synthetic filter fabric. It is designed for low or moderate flows not exceeding 1 cfs. 1. The height of a filter barrier shall be a miniekma of IS Inches area is inches. G� shall not exceed SV�FA SU�FAC� 2. standard strength synthetic filter fabric shall be purchasedn In a continuous roll and to the length '-- ,' I / ° - � cut of the barrier to avoid _. ._ the use of oints (and thus Improve the strength and efficiency of FABRIC FABfi1C ° the barrierj. - (3ARRIEf� o W ,13QR(�lE(� 3. The stakes shall be spaced a maximum of 3 feet apart at the barrier t location and driven securely Into the ground (minimum of 8 Inches). I 4. A trench shall be excavated approximately Winches wide and t7 Inches DRANK Q DRAIN ROCK d Along the line of stakes and u sl deep 9 upslope from the barrier. S. The Inter material shall be stapled to the wooden stales, ad 20w 0- Inches of the fabric shall be extended into tho trXtA. Nearny duty e ° .. +'• wire staple's at least 1/2-Inch long shall be used. Filter material shall not bestapled to existing trees, o .:• 6. The trench shall be baclNtled W/TN Me1kdQhAW1r91S41E0 GR+as/Et , . • � . I•'MfN, B401PILL OVER THE FILTER ACAIMPIOL. %SILTY SANDY x ` ° SILTY SANDY . 7. If a filter barrier is to be oonstructed across a ditch line or %wale. SOIL TRENCu BOrTaM SOiL the barrier %hail be of sufficitnt length to eliminate end flow, TO IJAV5 POSIrlVe and the plan configuration shall resemble an arc or horseshoe with the ends. oriented ups lope LOPE TO DRANK cur- OFF Ti'�ENCW C27. MIN.% 1NTEF�CEPTOR TREIV B: Filter barriers shalt be snored when they have served their useful D�TAlL DETAIL purpose, but not before the upslope area has been permanently stabi- lized. CUT-OFF TRENCH rO BE CONSTRUCrF-0 AT r14F_ DEPrM AND LOCATION SPECAF/W paintenance IN TlJE FIELD,8,V rAiE GEOr8C141CAL 1. Silt ftnes end filter barrien shall be inspected immediately after. ENGi NEEf� . each relnfall end at least daily during prolonged rainfall. My re"Ired repairs shall be made immediately. 2. Should the fabric on a slit mate or filter barrier deeampase or ! become Inoffective prior to the end of the akpetted usable life amd the barrier still be necssery. the fabric shall be replaced promptly. 3. Stdleeft demlts should be ranared after each stare trait. They must be romoved when deposits raeA aDprexiaetely ere -heir the helgbt of the barrier. 1. THE CONTRACTOR iS RESPONSIBLE TO BECOME FAMILIAR WITH THE PRELIMINARY GEOTECHNICAL ENGINEERING REPORT BY DODDS GEOSCIENCES INC, DATED JULY 5, 1992, AND ANY SUBSEQUENT GEOTECHNICAL INFORMATION PROVIDED. IT IS THE INTENT OF THE SITE CIVIL DESIGN TO COMPLY WITH ALL THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. THE GEOTECHNICAL ENGINEER SHALL BE ALLOWED TO REVIEW THESE PLANS TO VERIFY COMPLIANCE WITH THOSE RECOMMENDATIONS. 2. A GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING 'THE SITE PREPARATION TO VERIFY EXISTING CONDITIONS AND TO ESTABLISH AN APPROPRIATE PROGRAM OF INSPECTION AND TESTING. THE GEOTECHNICAL ENGINEER WILL BE MAKING FINAL DETERMINATION OF THE LOCATIONS OF CERTAIN DRAINAGE FEATURES, AS NOTED ON THE PLANS. 3. EXCAVATIONS AND SLOPES. A. THE CONTRACTOR IS RESPONSIBLE TO COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS. )E I' DEEP SWALE .41&1 ROCI.", B. TEMPORARY CUTS OF 4 FEET OR LESS MAY BE ATTEMPTED VERTICAL. f C. TEMPORARY CUTS 4 FEET TO 12 FEET SHALL BE SLOPED 01.5 j HORIZONTAL TO 1.0 VERTICAL. (MAXIMUM SLOPE►. D. TEMPORARY CUTS DEEPER THAN 12 FEET SHALL BE SLOPED 1.5 HORIZONTAL . TO 1.0 VERTICAL IN THE UPPER 12 FEET AND 1.0 i HORIZONTAL TO 1.0 VERTICAL FOR THE PORTION OF THE CUT DEEPER THAN 12 FEET (MAXIMUM SLOPES), 7 L E. PERMANENT CUT SLOPES SHALL BE 2.0 HORIZONTAL TO 1.0 VERTICAL U MAXIMUM SLOPE. 4. MAXIMUM ROCKERY HEIGHT IS 6 FEET. ALL ROCKERIES SHALL BE PROVIDED Ca" DIA. 5LOTTED P V.C.' WITH FOUNDATION DRAINS. TIERED ROCKERIES SHALL BE SEPARATED BY A, �. HORIZONTAL DISTANCE OF 1.5 TIMES THE VERTICAL DISTANCE BETWEEN THE ROCKERY BASES,_TO PREVENT THE UPPER ROCKERY FROM LOADING THE LOWER ROCKERY. TMNCU 80TTOM 5. FILLS ro unve. Abslrlve "•-SLOPE TO DRAIN A. ALL FILLS ON SLOPES SHALL BE BENCHED INTO THE SLOPE, AND Ce% MIN. COMPACTED. B. STRUCTURAL FILLS SHALL BE PLACED ON SUITABLE FOUNDATION MATERIAL, AND COMPACTED TO 95 PERCENT OF MAXIMUM DENSITY PER ASTM D-1557. REFER TO GEOTECHNICAL REPORT. C. DUE TO THE SILTY NATURE OF ON -SITE SOILS, THE SITE IS MOISTURE SENSITIVE. IF FILLS WILL BE PLACED DURING WET WEATHER THEY SHOULD CONSIST OF GRANULAR SOIL HAVING LESS THAN .5 PERCENT SILT OR CLAY. D. ALL FILLS SHALL HAVE A MAXIMUM SLOPE OF 2..0 HORIZONTAL TO 1,0 VERTICAL, UNLESS APPROVED SLOPE PROTECTION IS USED. 4. My sediment deposits raeelning In place after the silt fence er filter barrier Is no longer required shall be drseed to coefora JI with the existing grade. proper" and seeded. 6. GROUNDWATER HAS BEEN NOTED ON THE SITE. THE CONTRACTOR SHOULD ANT CIPAT SEEPAGE A D 8 • DMW FLOOR SCAB ROCK y.:,•,, o..'4 ;� �. ', 4' %LOTTED PVC...•. •o•• �,n elo MIN.SLOPE PIPE /NE i� VT �. I TO DR41N LOWER TAIAt� p MIN. M�l. _ FLOOR S LA g a. I e FOOTING DPW" DETAIL >'. �41 _UI JI11 11111 III' 1111 Jill III _ 3' • y II MIN a i o M 00 J J nl,. J I'm �� µ �OC� YARD DRA ih1 .• OR CLEANOUT- AT JUhICTIO P. V• C. LATERAL'' TO DOWNSTREAM SYSTEM o ice' o �J DRAIN ROC/ CAP PIPEcd a+SoC?•'$ r MAX, ELEV = ° - _8 202.0 (o"SLOTTED PV.C. �MAX. ELEV• = 201.0 A UNDER Wr=6T WALL 5U8SLA5 TRENCH DR4W ki i E N E PREPARED TO PROVIDE WATER -CONTROL MEASURES, INCLUDING SWALES, PUMPING, SUMPS; OR, OTHER MEASURES AS APPROPRIATE. -2' FILL W/CLAYEY TOPSOIL 7. ORGANIC MATERIAL STRIPPED FROM THE SITE SHOULD BE STOCKPILED OFF -SITE. OR SAND IF UNDER FLOUR SLAB fJRAiN (ZDCf`� rO 13E $• THE GEOTECHNICAL REPORT HAS SPECIAL PROVISIONS REGARDING THE BUILDING 1 WRAPPED IN MIFAf�I FOUNDATION .DESIGN AND DRAINAGE WHICH ARE NOT COVERED BY. THIS PLAN. 14oN PF_01 MI F IT IS RECOMMENDED THAT THE BUILDING DESIGNER/CONTRACTOR REVIEW THOSE OA S l M I LAf� PROVISIONS. le MiNI. APR 0 31993 6p" DIA. SLOTTED PV.C. D RA I N A G E, GRADING AND TE. & S.C. DETAILS PEA GRAVEL. SECTION A -A FOR MARK Mc NAUGHTON (�l�tii (1'atlSrzb i �tt193 C�1L'��UlSep Iiu} °?3 11�L . f�Jts�.a . Z�lfi}93 N E 1 /4 SECT 10 N 24, T. 27 N. , R.3 E., W.M. EDMONDS, WASHINGTON. 3 REViSED PER GEOTECHNiCAL REVTE W 4- 1- � 3 M•G. 2 REVISED PER GEOTEC{- LAICAL REVIEV/ Z-/0-13 M.C. 1 DEVISED PER CITY OF EDMOND REVIEW,! 1-7-43 AA. C. Lovell-Saueiland & associates, Inc. Engineers / Surveyors,/ Planners / Development Consultants 19400 33rd Avenue W., Suite 200 • Lynnwood, WA 98037 • (206) 775-1591 • (206) 340.0830 DRAWN CHECKED DATE F.B. SCALE FILE NO. 1V1.C,C. J•T,T. 7.1,5 72 NONE 2355.01 SHEET 2 OF. 2