The URL can be used to link to this page

15715 72ND AVE W.PDF1111111111115570 15715 72ND AVE W ADDRESS: I� 5 a �d g yt TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): lac�S -I I OO COVENANTS (RECORDED) FOR: CRITICAL AREAS: DISCRETIONARY PERMIT #' DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DRAINAGE PLAN DATED: ::�/ � 3 (_ � CJS I ) IZ0I o PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: l �' a Cos 1 3, -4 SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMITS) #: SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT FOR: WATER METER TAP CARD DATED: LOT: LID #: BLOCK: L:\TEMP\DST's\Forms\Street File Checklist.doc M.S.C.E., M.B.A. Dennis M. Bruce, 41 STREET P.E. January 14, 2007 City of Edmonds Community Services Division 121 5t' Ave. N Edmonds, WA 98020 q�aJl � i I�0O FILE Geotechnical/Civil Engineer PZCZ1 V , AIV 2 5 D'EV CITY OF E " ICES cTA. NOS Subject: Field R — Geotechnical Inspections 15719, W��57115711 - 72"d Ave. W, Edmonds, Washington Silver nstruction - 3 New Residences City of Edmonds Permit No..05-1099 (15719 72"d Ave. W) This engineering report presents the results of ongoing_ geotechnical inspections for the�3,new•residen6es 'by Silver City Construction at the above' addresses. These inspections .were required as ' condition -of permit by the City of Edmonds. REFERENCES: • City of Edmonds approved- Project Plans • Geotechnical and Inspection Reports by D. Bruce, P.E. City of Edmonds Special Inspection Agreement • Site photographs INSPECTIONS: This engineer has provided and continues to provide on -site geotechnical inspections for the 3 residences listed.above. As of this report date (January 14, 2007), all geotechnical inspection items have been completed for the 3 houses themselves. However, additional inspections are required for the work pending regarding the completion of the road and driveway entrances. The following summary applies to all 3 lots. _ • Soil Cuts: Previously verified and stable. No adverse impacts had'occurred to any of the 3-lots due to excavation. All excavation is stable: NOTE: All excavation for the 3 residences has been properly backfilled and is stable. SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, WA 98155 - (206) 546-9217 • FAX (206) 546-8442 City of Edmonds Re: Silver City Construction January 14, 2007 Page 2 • Temporary Shoring: Previously discussed — not required. • Foundation Sub -Grade: Previously verified and approved. All foundation footings have been properly placed in accordance with City of Edmonds approved plans and inspections. • Fill Material: None required for geotechnical foundation purposes. Free draining gravel was used in conjunction with the terraced keystone block walls. All imported gravel was properly placed under this engineer's inspections. • Subsurface Drainage: Previously inspected and approved. NOTE: Geotechnical inspections in December 2006 observed localized zones of excessive ponded water in property yard. This engineer advised Silver City Construction to place additional "French drains" with proper tight line connections to the existing gutter downspout and storm water system. Follow-up inspections verified that the additional drainage improvements eliminated the ponded water zones. Keystone Block Wall: See structural detail by Wendall Reed, P.E. This engineer performed on -site inspections to verify the following: Stable soil cuts in dense, native, sub -grade material. Proper placement of compacted crushed rock as a sub -base for the blocks, proper block placement in accordance with manufacturer's guidelines, effective"placement of gavel backfill and geo-grid layers in accordance with structural design (attached). All keystone block walls for the 3 lots have been completed and are geotechnically approved. NOTE: This engineer understands that additional block walls (or equivalent) will be placed during the final grade work of the access roadway. Inspections continue. • Temporary Erosion Control Measures: Contractor has continued to properly maintain the rocked construction entrances for the 3 residences, siltation fencing, and inlet catch basin "socks". . j City of Edmonds • • Re: Silver City Construction January 14, 2007 Page 3 Landscaping for the 3 residences has been completed (see photographs). There are no exposed earth surfaces on the resident lots themselves. NOTE: Additional grading work and final landscaping has yet to occur for the completion of the access roadway (72Id Ave. SW). SUMMARY: • All geotechnical inspection items for the 3 residences have been properly completed. • Geotechnical inspections continue for the completion of the access road, final grading, slope stabilization walls (as required for the roadway), and permanent erosion control measures. If there are any questions, do not hesitate to call. Dennis M. Bruce, P.E. Geotechnical / Civil Engineer DMB:abj cc: Silver City Construction , t ��• qk 1. t l f 7 r� + PLANNING DATA STREET FILE NAME: 12 OMATE: 09 Dfk- j 20 0 5 SITE ADDRESS: PLAN CHK#: PROJECT DESCRIPTION: CAA/ Sr-Q REDUCED SITE PLAN PROVIDED?: e ! No) MAP PAGE: 5 01 CORNER LOT: / (Yes o) FLAG LOT: (Yes / o) ZONING: R-5. 1 Z CRITICAL AREAS DETERMINATION #: q q • 21 g Study Required: 0(0I ZQ/ 06 Dt*)n i 5 la, r U LC Caen-4r c�j V1 i ( G l �bIQ l U a-ti ON-) ❑ Waiver V 0 2l 03 / 0 5' ik d a p-� j n e� ri r� Jc C-Z0tLGV1 n I CA ( 't/a (U GV1'1 ❑ Conditional Waiver D N.5 NO (.0 M MtNT5 P-et o V 6-P (o R PAP Es-L.S) SEPA DETERMINATION: ?J. 1 DO CAA to I• C. y a r6t 5 of 9 Ya di r) 9 ® Fee ✓ Checklist ��r e-fi1� �e Z n �v✓ � met ✓ 9/ Iv Q !A., ( �t� ® APO list w/ notarized form ✓ � I t,4A p"'P ' v d .� d 5 I Of' `T ✓ . ® (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Exempt $V< c tktO; C yards Of 9r4 di n9 sVto\vn oh 9ra&n y pl a✓). SETBACKS: 31 OD Required Setbacks: Street: 25 Left Side: 0 Right Side: I Q Rear: 2-5 Actual Setbacks: ��--•�� ,. Street: _Left Side: Q Right Side: V Rear: (V� Street map checked for additional setback required? (Yes / No / A) ❑ DETACHED STRUCTURES: N pY)Q shD VVIVI M 5 j+r P 1 a ✓► ROCKERIES: ❑ FENCESITRELLISES: jJ 0 Y1'e, 5 Vlvwv1 pvl 5 j -}z 1 a. Y1 ❑ BAY WINDOWS PROJECTING MODULATION: © STAIRS I ECK . VyV1 4_!;' 5 t 4-ig.1 cf 2g (.0 V n p f S 1 YGj PARKING: Required: 2 Actual: 7-t ` LOT AREA: 2 j+t)U5C=63 rJ 4.0 C9 l• ✓�iV) LOT COVE ,,�� Calculations: 171'It - o 0 �• 12�-% 0 ` 23 • g 7 � 0T (.V T�fA ' BUILDING HEIGHT: 22 . Datum Point: Gj n M rT LrytT(^/ W atum Elevation: L.1P 1. :J d 2.83 Maximum Allowed:_ �/� I 302 Ag'l }{eight: C� •,q� oYes��C.1G%?5%OJ1.•A.D.U. CREATED?: ' & SUBDIVISION: C7a/r n P.v" S — 1 '} - 1 q 8 6- 14 L-D4- f✓ rr LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: OTHER: fit i�V�'I" �) �' �i�) �7 7 E Z 2259. 0 E ;17 = CT . 9—,a 7.13-n . ti _ �.��•. SCE - Plan Review By: NewBPPlanningDataFomi_DOC 'E' 25 = 3 0 2.8�• +25' v1iAX tom- t✓� �� C_� � f15 q c -K-YRNOi2 = (CA 61is�z �L��C�t C�yti SiN r I � (140 - I?J4 PNIF- vj TtNK - I. OF JAIL 2 5 2007 288 --DEVELOPMENT SERVICES CTR. Q / CITY OF EDMONDS _� �.y 8 28¢ / p( 24s i ErB.a iGHTLINE T MATERIAL .. DR 35 �1� Imo JH2. io--o., E?BA—Cl JLA2 / FOOTING DRAINS NOT 13UL TO BE TIED INTO ol DETENTION SYSTEM OTINa DINS NOT TIED INTO DI ELATION S YSTE -ND >,.�� c �K rep m ,e Q-13 z 1�.�tY$� rn �cp t = �D I� 10) Lu(7 Z - CL - — - _ 2: - APPROVED 1 ArC ; I�. MAXIMUM DRIVEWAY S PE -- ALLOWED I'9r, WATER & SEWER �Psus vv.z(v I' INPEC'('"sONS REG • 'QAL. 425•771•0220 rxr. �_X AUG 31 2005 R�-- 2�--3 Lfi "U"')IN Z5C 58 CITy o CiD44OJVDg -' z Rv sin/ rt�—t—c� &I� f� N � ' C l� S�"N r I ��' � •� Rom � PRo �tM tcNTS -�vR ^ D -J?. A HNf_7 .w . 'It BE JANI 2 5 - r Q I m Oc�MP��TE P� -To T t jk 2001 O F DEVELOR / MENT-SERVICES CTR. �f I' -C `OF EDMONDS 2Y2 h'-�cco 10 —290 �--. u�� o o`, sr g 862 S i" CD Z CZ v-0 1-3 gb 55 8� Z a = Q 2,54 i re. t i z7 MATERIAL DR 35 O I' PA CH 4U in thisPermit aP. i Q HANCOB PrP�g hS Q / rated as allowing or permitting the tenance of any currently existingillegal, � r6 0 i conforming or un ermitted building, structure LA(Z r- to condition p �°�1 which is outside the abope of T3�c1L / t application, regardless of whether such a FOOTING DRAINS NOT '� TO BE TIED INTO l'�' / iry "r i l lean or d �� o Such build 'in on DETENTION SYSTEM �� i pi . �' � �i r. � , _2 d tion may be -.the su 'ect of a nj orcement w. ' � se to G DRAKS NOT -�, �,l 2 SDI TO BEJ ED INTO D TION / rJSY SYSTEM LA a 8Yz htsu_) QQ ca MAR 2 0 2' L r = = = - ` .�P OT/El� A� N4T� BUILDING DEPARTMENT - CITY OF EDMONDS MAXIMUM DRIVEWAYS PE Date—. --- ALLOWED Iq. 9� '(xri.. WATER & SEWER INSPEC 11ONS REO`D. 3 CALI 425.171.021.0 rxr. 1 �G C-X c g 2A Zone —1 v Corner,_, _Flag _ h� eks R yr dd Actual Front I Sides "REET FILE Rear MAR - 2 2007 01 r vv1 ��, fv l L o w re &#m me d wh lN1`7 Other -- - L 3 BUILDING DEPARTMENT of 09 t'vmt," ✓N- Ca I IC P o ✓-f' Hei %7 CITY OF EDMONDS T I~4GR, Q��j tJ�r OSTREET. QG C-�OX 14 i , i�1UY_Il1ECG 98Z-7S qvT 5% 15 `j z AV c vJ (Z7 c .� RECEIVED tip 310o c m . ELOPMENT SERVICES CTR. �i CITY OF EDMONDS 8LZ s 284 -TO z� OSED "FACES TO (�N - .- - E C ETB,4 OV ._.. WITF�I � DAYS Y FE _ TBAC N �C/ �y n u 7 w I<r m w '-- .9 u C - -�. - OT DRA IN SN T ING 6 - R ai t C :�.. 0. SYSTEM ANON �.� 1 of - . 4 L sev.e�(J X Tv Lip TEMPORARY pbNS ry ENTRANCE.FE c o. aLq — ' NOTED APPROVED . JNG 0 0 � � Date: ESUB AUG s BUILDING_.J CITY OF rDPu4(yND, I --j t\\\,) Y-,j JtC 9 S 2,-7 2,0co —S o :3 L, r>, rS C-',e, 0 S 2q \.4 APPROVED AS NOTED &r 13) EN ( 01NEERIN IN -REET FILE 'k, SS <W ry 29 RZ Z 290 R -x SETBAl: l. EXPOSED SURFACES TO 65 I E COVERED. WITHIN 2 DAYS I E "OiqT F -NDDAMAGE TEtBACK -Z-7 1,TJ u -Ac6,7 0/0 v co IJCT� ' TEMPORARY %RC 0' 5' EMPORAR �-N ENTRANC� RE RE 2. qC917 .999F17 z Q3 ---------------- oo cy RESUB AUG '3 12005 i; 1C. �AQD S BUILDING DEPARTMENT CITY OF EDMONDS S P CZ�ISacCT r�;�j l tJ. cALcs -7 2 "A AV SV✓ CLSJTC -CJ��cL �k��BS� r>�rS' c 0s1 2q�-i 'it f°M `"`"Z°'�"'�S -T�. STREET FILE �= � ffive V✓- To � CfiVJ� APPIyOVEU A� NOT -D I3Y N N RI 7�r Dat®: kW 292� 290 i Vac " g8 86 8Ld / 284 P 2j& ETBA 'j` 2:7 �Li_t" f i' > t I�aHTLINiE 65 MA I ERIAL •'DR 35 21 �N 40 310 HANDOR..... lo�.V _ FOOTING DRAINS NOT J TO BE TIED INTO -r N DETENTII SYSTEM 13 -1°1, / /D�iaNS-0ii. . r 1 � flc-`cswT, ze in u 2 V J ul © Q c-.3rr � Lt�3 5 oJi'.. ION I �� MAXIMUM Ub' l r_ — ALLOWED , jq:s 70 � WATER & SEWER v ver i R NSPECTIQNS REQ`D. �x «� ESUB "A CAiI 425-%�1.32�C� f)cT;^`u �u cg AUG 31 2005 l6 25� 4 2� ZSC� 5b BUILDING DEPARTMENT �E -Z 5Z T `b CITY OF EDMONDS 4. STANDARD OWNER: Sl `�� C` L�n15fi1�i DETENTION SYSTEM-WORKSHE.E'T (5000 SF OR LESS ADDRESS: CALC. BY: PHONE: ?� �•� W DATE: C. ' IMPERVIOUS SUFACE AREA �T 1 I PIPE 9, � A. II I PIPE LENGTH I ORIFICE FOOTING DRAIATS SH21. RIM ELEV. DETENTION PIPE LENGTH SED E TIGHTLI 6-A 1' MINIMUM UPPER CATCH BASIN —+ 0.5% TO 1.0% SLOPE ELEV. CONTROLCB 4'X4'X12" DEEP CONTROL CATCH BASIN (4"�° QUARRY SPACES OR EQUAL) IN. 6" COVER FROM CONTROL C T BE CONNECTED TO OCKING LID (TYP,) IM ELEV. 6" Min. clearance Measured from top of l'Ir- Conc. box or riser, DETENTION SYSTEM TO --CONVEYANCE N V. ELEV, "—OUTLET CONTROL 9"IN. RIFICE 67REET RIPRAP OUTLET SHALL BE PERPENDICULAR TO SPREADER TRENCH— PERF. PIPE SHALL BE LEVEL & CAPPED AT ENDS NOTES 1 I---1. 5'---I � SPREADER TRENCH RIM ELEV, INV, ELEV. FILE CONTROLCB TRENCH SHALL BE LINED WITH MIRAF1 & ON TOP WASHED DRAIN ROCK 1. CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTLINE AND DETENTION SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS. 2. Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property owner. Material accumulated in the storage pipe must be flushed out'and removed from catch basins to allow proper operation. The outlet control orifice must be kept open at all times. CITY STORM CONVEYANCE SYSTEM SPREADER TRENCH SHALL BE A MIN. OF 10' LONG AND PERPENDICULAR TO CONTROL CB. RECEIVED JUL 0 8 2005 PERMIT COUNTER AlqWOVED BY 40d-5 DAT g Q coP,-)ST CXLZD� I ) /v 9`"'""JN4`LL STREET FILE l 15 ct� m-�2 cic.a y,j Sc PT z t . -zoos RE SU S p,oTPc� L �--D 2 s t a 5�' Z C RA SS D IN-m N. W 13 2005 RIM ELEV. O FINISHED GRADE TIGHTLI 1E --t 2661..5 DETENTION PIPE LENGTH - 0.5% TO 1.0% SLOPE r O V ` UPPER CATCH BASIN KING LID (TYP.) RIM ELEV. —(-S 6" Min. clearance Measured from top of Conc. box or riser. TO CITY CONVEYANCE ENV. Q ELEV. Z' V OUTLET CONTROL CONTROL CB 9" IN RIFICE 2'X2'x12" DEEP CONTROL CATCH BASIN (4"-6" QUARRY SPALLS OR EQUAL) FROM CONTROL C IN. 6" COVER SHALL BE PERPENDICULAR 1.5' v (^ f INV. ELEV. S1Dr 51kiz RIM ELEV. INV. ELEV. CONTROLCB BUILDING DEPARTMENT CITY OF EDMONDS CITY STORM CONVEYANCE SYSTEM SPREADER TRENCH SHALL BE'A MIN. OF 10' LONG AND PERPENDICULAR TO CONTROL CB. TO SPREADER TRENCH TRENCH SHALL BE LINED PERF. PIPE SHALL BE WITH MIRAFI & ON TOP i� LEVEL & CAPPED AT ENDS RIPRAP OUTLET —1'5�1 2i8" WASHED DRAIN ROCK SPREADER TRENCH F F. W, 7W Zlm A I / r I I / I II I I� 40' 274.13274.19 Ep EP I I I I I Q I I � I I � I I � I I Q I I � I I � G� 2 272.39 Toe I /J a I 1 268.84 # IE/Grovel 26 .43 I� oe 126 I E G avel 262. I f: EG 0 I r 271.28 T/Bank 1 I8; 1 I%' 1 I 1 t>. f, 272. R T/Bank {; 1* 26067 EG%TO E/Gravel \ ' O 40' i Bank 280 282.05 POS v / NIR 9 0.36'4� "F l l l l °,5.9'. �,5 "V V I 00=1 , Scale: I inch = 20 feet Basis of Bearing: MAD 63 (Iggl) Washington, North Zone Vertical Control: city of Edmonds North Meadowdale Storm Dralnage IgFovements .lob No. EBPB, -5&et [of 13 Bench. 55 Manhole #3; Rim Elev. = 250.00' LE6ENO: Survey control ® W N IN CASE 0 IRON ROD PK NAIL Storm Drainage ® CATCH BASIN Q DRAIN WIMLE Water FIRE HYDRANT Dd WATER VALVE ® WATER F�iFR Sanitary Sewer o CLEAN CUT O 55R MAMPLL LVRBWROLW PIPE K!� OAS VALVE ❑ OAS PETER Power -0- UTILITY POLE PV POPER VAILT Telecommunications TELFpFM R15fR TV TEI..ffFl01 E VA LT Traffic Control �TRAMC 5I&M TRAFFIC CONTROIIER 51REE1- Lt&ff zi AREA LIGHT ® .AW71ON BOX n 51REET SM Loping coping 7 CONIFER TRH 0 DECIDUOUS TREE BOUNPAR1' 015GLAIMBR: THE BOUNDARY L1NE5 AND CORNER5 DEPICTED HEREON ARE NOT THE RESULT OF A BOUNDARY SURVEY, AND ARE 9ALECT TO ANY D15CREPAWIE5 THAT A 565EaENT 5URVEY MAY DI5CL05E. RECEIVED MAR , 8 2001 PERMIT COUNTER 72g11-001 q%30/LI9 fob, no.: date: I of 1 BKH sheet: drawn by: AGAD File: 72gq-00I.DW6 Z >< co f Q ono Qi c NN J Lj 0 C 00 C) s31�4 Q C= 1 ' 1x1 a L w � i= s N W � V w N kb Z O C O ■1■ 0 C as -- L w CD � p W C �■ O C / ■E O n' W �� ~ O CM I� a 0 Sent By: BIG BROTHERS BIG SISTERS; 425 822 8336; Mar-9-01 8:57; Page 2/2 October 8, 1999 Mr. Juergen Kneifel 6110 186th Street SW Lynnwood, WA 98037 Dear Juergen, BUXTON K. HARRISON, P.C. LAND SURVEYING AND MAYf ING 21004 281h AVo. Wesl l.Ynnwood. WA 9tl036 Phone: 1425) 462-0677 'this letter is in response to the request of the City of FAmonds with respect to the documents you are submitting for building permit approval. The following continents and observations shall..be relative.to. —t} c land"Kir V6`66g requirements as I have been involved with them. During the week of September 20, 1999, 1 performed a topography survey on your property, commonly described as Lon. $ and Lot C of the City of Edmonds Short Plat No. 5-17-85, tiled under Recorder's Number 8902220070. The boundary lines depicted on the Topographic Survey are the result of recovering found moaumentation which presumptively was established in the original Short Plat. The scope of the topography survey was to locate the existing road, utility and site improvements, together with grounds elevations to develop contours of the natural ground surface. A drawing dated September 30, 1999, of this data was prepared in accordance with the City's submittal requirements. C observed that. the subject site slopes moderately from east to west and also appears to be cut somewhat lower than the surrounding properties. Further, where there are indeed some isolated small areas which may calculate to have slopes of 40% or greater, there are no areas which would constitute as "steer slope hazard areas", as set forth in the City of Edmonds Community Development Code and evidenced on said Topugraphic Survey. Again, thank you for allowing me to provide land surveying services and the opportunity of participating with you on this project. Please call me if you need additional information or have any questions. Sincerely, 13t1 TON K. HARRISON, P.C. tick haff ison,141LS President EXPIRES l2/lA/11-,K- -1678 / (79 CA FILE NO. "9 61— Z- `. .. Critical Areas Checklist Site Information (soils/topography./hydrology/vegetation) �A�JNc 40 1. Site Address/Location: AQE V-, 2. Property Tax Account Number: 5133— n'Z2! -- % S 3. Approximate Site Size (acres or square feet): Mn S� 4. Is this site currently developed? yes; X no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. C 7. 8 Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 1.0-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): Site contains areas of year-round standing water: G ; Approx. Depth: Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? _ Site is in the floodway NU floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? 'Flows are seasonal? (What time of year? ), 10. Site is primarily: forested : meadow ;shrubs mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: J '`br pity $tafflrlse 0 yyL�, �':�'> 'Ste is 2nnCdQ •: ✓ .•4{ .;'sn 5 i �, . > :.r...rS .•. ., is r} sy Ina Ed soil types)? y i r ti 1� .v ...- FP _ .. X ' . ;Veil$pd ic%entoc e?i! map it�ci�cate� wetland •presec> v �..... Critic l'.a4reas UV entor�r or~ , tlia,��uxficat Chi#icaj �rba on site? � j "t Srteyithsn`deszgnated earth:siiBsitleneeatt8slsde �tazafd area? ' - S to dent natedritxthe EnvironmeafalY,;3ensMiY.e J i u11, r .. �,. we .. .. .• • '• S�! �3r!7,Ri",r..3 ?,evievred by 41 A ehk.dm Rw 10103M -sir" X .:{o_ n— i City of Edmonds ` 4` 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. I The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: v VEQ7EI,� �&;Ei FE-L Name Street Address 7 City State Zip 42S-; —7 tj Telep ne I-A,11,1JI'a -11ji'dw" Si ture )ate :reception] jana\caci.doc Applicant Representative: Name Street Address City. State Zip Telephone Signature Date (over) City of Edmonds Critical Areas Determination Applicant: Juergen Kneifel Determination #: CA-99-218 Project Name: N/A Permit Number: Site Location: Vacant Lot east of 72°d Property Tax Acct M 5133-000-022-24-05 Ave. W Project Description Non -project Determination: Study Required: During review and inspection of the subject site, it was found that the site contains Steep Slope Hazard Areas pursuant to Chapter 20.15B of the Edmonds Community Development Code (ECDC). Based on these findings, prior to submission of any development permit, you will be required to satisfy the requirements of ECDC 20.15B by completing the following: Submit a topographic survey, prepared by a Licensed Land Surveyor, delineating the Steep Slope Hazard Areas. Any slope over 40% with more than 20 feet of rise will be classified as a Steep Slope Hazard Area. A 50-foot buffer is required for both the top and toe of the slope, with an additional 15-foot building setback. For development proposals which will occur within the 50-foot buffer area or the 15-foot building setback, it must be shown that the development will not adversely impact the Critical Area or its buffer by doing one or both of the following, depending on the outcome of the study: 1. For development proposals which will occur within the 50 foot buffer, but no closer than 25 feet from the top or toe of the slope, the buffer requirement may be reduced to 10 feet if a study is completed by a licensed geologist or geotechnical engineer which clearly demonstrates that the proposed buffer alteration will have no adverse impact upon the site, the public or any private party. 2. If development must occur within the critical area, buffer, and/or building setback, and is not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exception and Variance must be, obtained pursuant to ECDC 20.15B.I70A and 20.15B.040C. All proposed development of the subject lot must meet the requirements of the ECDC Chapter 19.05 (Earth Subsidence and Landslide Hazard Areas). Lis If the property owner wishes to apply for a specific development on the site, they may submit their proposal to the Planning Division for review. If staff finds that the proposed development permit will not adversely impact a Critical Area or its buffers, a conditional waiver may be issued on a project by prgjFq basis. Kate Gallows Name cc: CA-99-218 File 8/5/99 Date Schematic Only - Not to Scale HLIL Pevrewee( �c,1 L s- A,'At P -7- RECEvv, [EXPIRES 6/15/o Z EVELOPMENT SERVICES CIA,CITY OF EDMO % RECEIVEID MAY 16 M011 LEGEND DEVELOPMENT SERVICES CTR Crushed rock or crushed concrete drain rock material ranging between 4 and 2 inches n sFzPA*R§e of a organics, with less than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve). Structure fill overbuild, compacted to at least 95% of maximum dry density as determined by Modified Z�2 Proctor. Compacted structural fill consisiting of free -draining organic -free material with a maximum size of 4 inches. Should contain no more than 7 percent fines (described above), compacted to at least.95 percent of Modified Proctor maximum dry density. O Perforated or slotted, smooth -walled, plastic drain pipe with 4 inch minimum diameter bedded on and surrounded by crushed rock filter material, described above. �5 Designates size of rock required, i.e. 5-man. NOTES • All fill should be placed in thin lifts not exceeding 10 inches in loose thickness. Each layer should be compacted to no less than 95 percent of maximum dry density, as determined byu Modified Proctor. • Thickness of crushed filter rock layer, bd, should be no less than 12 inches. • Depth of burial of basal layer of rock, D, should be no less than 12 inches. • Free-standing height of rockery, H, should not exceed 8.0 feet. • Lateral extent of fill overbuild, Lo, should be no less than H feet. • Estimated width of keyway excavation, b, should be equal to the thickness of the basal rock (as determined by the getoechnical engineer) plus bd. NOT TO SCALE LSI ADAPT, INC. FIGURE 3 - Typ. Rockery. Detail 800 Maynard Avenue S., Suite 403 Project :Kneifel Property Seattle, Washington 98134 Location :157xx & 72nd Avenue West Lot "C" Edmonds, Washington 98026 Client : Juergin Kneifel Ph : 206.654.7045 Fox : 206.654.70.48 Date : 1 21 00 Job # : S—WA-00-3474 Sent By: BIG BROTHERS BIG SISTERS; 425 822 8336; Jan-17-01 13:06; .Page2/2 -..... . CUSTOMER - [V( E U C, (ORTAT Un& u6tics Cmuf m FORM ti........................................ A coordinated utility environment which maximizes joint utility opportunities to provide quality service for the citizens of Edmonds YOU WILL BE GIVEN A CONFIRMATION NUMBER BY EACH UTILITY ONCE YOU HAVE INFORMED THEM OF YOUR PROJECT. SITE ADDRESS:G-1 i!�2- - - W Rich Afde 25-670-3208 You will need to provide PUD with a site plan and a completed New Service r� Questionnaire. PUGET SOUND ENERGY # RECEIVE Doug Usitalo 425-356-7520 JAN 17 2001 Or New Customer 10(1 Department- 1-88&321-7779 DEVELOPMENT SERVICES CITY Or- VERIZON NW # T)g52— Greg Meilsen - 5-710-4120 r----- Mr drag � 46?10 9JJ'0 You will need to provide Verizon with the location of your project, total line requirement, and the date In which service is required. AT&T BROADBAND # Esa Patterson 25-263-5317 �oeSteve #hy D-774-7769 You will need to provide OVWSD with the survey map of your site and For customers ew Servicc Area complete a development information form. THIS FORM MUST BE COMPLETED AND GIVEN TO DEVELOPMENT SERVICES STAFF AT THE TIME OF PERMIT SUBMITTAL R. ............A CITY OF E RECO-D OF S",iG::: Se D:;ic5ZL?; 0�ITY CLERK ;gyC'CE .4TEF �,',, c tD�RON05. 'r: A . 9602d9r Q V ti"n:s :s ;ocert:f,: that the properties as sho---n, on the attached. map (E.:,:,ib t "A") and n described as follows: See Exhibit "B" 40 have been divided under the provisions of the Edmonds Subdivision Ordinance (Sec.12.10) File No. S-17-85 subject to the following conditions and requirements: 1. Exhibit "C" Hold Harmless Agreement 2. No building permit for Lot B will be issued until improvement of 72nd Avenue W. to City approved standards. 3. ponnection to water system and sewer system required with building permit. 4. Perc drainage system to be installed with building permit. 5. Underground wiring required per Ordinance #1387, with building permit. 6. Excavation and grading per Chapter 70 of the Uniform Building Code. 7. Provide signs at 156th Street S.W. and 72nd Avenue W. as required by Public Works with building permit. 8. E•xhibit "D" - Agreement to Waive Protest of LID. ALL REQUIREMENTS AND CONDITIONS OF THIS SUBDIVISION MUST BE COMPLETED PRIOR TO ISSUANCE OF BUILDING PERMITS. I/we certify that I/we are the legal owner(s) of the property described above. I/we warrant that all representations are true and correct and understand that in the event of any misrepresentation or failure to comply with the conditions and regulations set forth herein, the City. of Edmonds shall have the right to declare the subdivision void and record a statement to that effect in the Grantor -Grantee's Index in the office of the Snohomish County Auditor. SIGNED: 'DATED this day ofalte_�z19 d" STATE OF WASHINGTON COUNTY OF SNOHONMISH ss: On this day personally ppeared before me KA,:e�� . and..QJ �• to me known to be the individuals described in and who executed the within and foregoing instrument, and acknowledged that signed the same as - free and voluntary act and deed, for the uses and•;par,Psed ti therein mentioned. "' C) A'VTHO%jZF�D Given under my an and official seal this /7 day of ` 1.9 '�►� ,9 ;: Y FOR RECORDING 71 o ri .r ! .. CITY • OF! EDMONDS - rr,, Not ry Public i and for the State. of .Wushfngtor. By 60. 522f.V 20 8 residing at �^ PaoP / _.._ Of �— MY COMMISSION EXPIRES 6.16.8WOL 196 PAGE t25 ADaPT Engineering, Inc. 800 Maynard Avenue South, Suite 403 Seattle, Washington 98134 Tel (206) 654-7045 Fax (206) 654-7048 February 3, 2000 WA00-3474 6110 186`s Street Southwest Lynnwood, Washington 98037 Attention: Mr. Juergen Kneifel Subject: Subsurface Exploration and Geotechnical Engineering Evaluation 157xx 72nd Avenue West, Lot C Edmonds, Washington 98026 Dear Mr. Kneifel, This report summarizes our observations and conclusions, and provides geotechnical recommendations for development of the site. The project site is located at 157xx 71 Avenue West, Lot C, in Edmonds, Washington. The location of the site is shown relative to the surrounding features on the Location/Topographic Map, Figure 1, attached to this report. Our services are provided at your request. We received written authorization to perform the work from Mr. Juergen Kneifel. Our understanding of the project is based on our discussions with you, our review of the preliminary project plans provided to us, our site reconnaissance, as well as our soils explorations. The subject property is a vacant and mostly cleared lot that covers approximately 12,760 square feet. Based upon the provided survey map, the property slopes moderately to steeply toward the southwest, with a flat central area, and total topographic relief across the site is.48 feet. Based upon the provided plans, the proposed development would include construction of a two-story, wood -framed house with a full basement that daylights to the west, along with paved easements accessing 72°d Avenue West. The house will have a footprint of approximately1,600 square feet. The development would include a cut of up to ten feet along the eastern side of the proposed structure, and a significant amount of earthwork will be necessary. The existing site conditions are RECEIVED A P P L �ANT 0'Y JAN 1 1 2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 2 as depicted on the attached Site and Exploration Plan, Figure 2, which depicts the location of the explorations accomplished for this study, as well as the topographic expression of the site. The purpose of our study is to conduct a geotechnical evaluation of the site and provide geotechnical recommendations for development of the site for the project site. Specifically our scope includes the following: • Conduct a geotechnical exploration program at the site; • Provide a site plan showing the relative location of the test pits; • Provide detailed, interpretive logs of the test pits; • Provide an assessment of the subsurface conditions and their impact on construction; • Provide site preparation recommendations; • Provide building foundation design criteria; • Provide recommendations and design parameters for retaining walls and rockeries; • Provide drainage recommendations, and; • Recommendations for further work, if necessary. SITE CONDITIONS SURFACE CONDITIONS The site is located at 157xx 7Td Avenue West, Lot C, in Edmonds, Washington. The subject property is a rectangular -shaped parcel that covers approximately 12,760 square feet. The property slopes moderately to steeply toward the southwest, with a flat central area. Based upon the provided survey map, total ' topographic relief across the site is 48 feet. The steepest slopes along the north -central and portion of the site have gradients of up 50 percent. According to City of Edmonds criteria, however, these slopes are not considered "sensitive areas", due to the limited run of the slopes. The criteria indicate that a slope would need to have a 20 foot rise with a 50 foot run to be categorized as "steep". The site had been partially. cleared and graded at the time of our site visit, with a few trees and blackberry bushes remaining on the ' eastern half of the site. The site is bordered to the west by a gravel surfaced roadway for 72' Avenue West, to the south by Lot B, and to the north and east by single-family residential properties. The eastern edge of the property is marked by a four to five foot high treated timber retaining wall. We did not observe evidence of subsidence or slope instability on the site, including irregular or hummocky topography, pistol - butted trees, active or past active scarps, seepage zones, or hydrophyllic vegetation. No surface waters or ' surface water seepage was noted at the time of our site work. ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 ' February 3, 2000 Page 3 ' SUBSURFACE CONDITIONS Subsurface conditions on the parcel were evaluated by advancing three backhoe-excavated test pits across the parcel. Our field explorations were completed on January 12, 2000 using a backhoe under subcontract to our firm. Test pit TP-1, advanced on the eastern one-third of the site, disclosed approximately one foot of loose, moist to wet, disturbed, silty, gravelly sand overlying very dense, moist gray, silty, gravelly fine sand with cobbles that extended to the full depth explored (up to 7 feet below ground surface(bgs)). The very dense subsoils were interpreted to be glacial till. Test pit TP-2 disclosed approximately one foot of topsoilover medium dense, moist, tan/gray, silty, gravelly fine sand that extended to a depth of approximately 4 feet bgs. These medium dense soils were underlain by similar glacial till soils as were encountered in TP-1 that extended to the full depth explored (up to 8%Z feet bgs). Test Pit TP-3, advanced on the western portion of the site, disclosed loose, moist, brown with black, silty fine to medium sand to a depth of approximately 4% feet bgs. These surficial deposits were interpreted to be uncontrolled fill. These soils were underlain by medium dense to dense, moist, brown to grayish tan, silty fine sand with variable gravel and cobbles that extended to the full depth explored (up to 9%2 feet bgs). These fine sand soils did not appear to be typical of the glacial till deposits encountered in the other test pits elsewhere on the site. The native till and silty sand soil units are dense to very dense, exhibit relatively high shear strength characteristics, and are relatively incompressible. The location of the test pits, designated as TP-1, TP-2, TP-3, are shown on the attached Site and Exploration Plan (Figure 2). The specific location and depth of the explorations performed were selected in relation to the proposed site features, under the constraints of budget and site access. The location of the test pits and other features shown on Figure 2 were obtained by hand taping from existing site features. As such, the exploration locations shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. The test pit logs appended to this report (Appendix B) describe the various types of soils encountered in the explorations, based primarily on visual interpretations made in the field. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Groundwater seepage was not observed in the test pits at the time of our site work. Fine grained soils are often characterized by seasonal near surface "perched" water during the wet fall winter and spring months. Localized saturated zones may develop at the fill/native glacial till interface, or at the contact between weathered and non -weathered glacial till surface owing to the relatively impervious nature of the glacial till ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 4 horizon. Groundwater conditions can vary seasonally with changes in precipitation, and may fluctuate with changes in site utilization and other factors. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our interpretation of the subsurface exploration and site reconnaissance, it is our opinion that the site is suitable for the proposed development provided that the geotechnical recommendations given below are incorporated into the design and construction. The medium dense to very dense near surface native soils at relatively shallow depth on the parcel would provide suitable support for the proposed single-family residences and associated easements. The project will include a substantial amount of earthwork for excavation of the daylight basement. A cut of 7 to 10 feet will be necessary for the east side of the proposed house.. In addition, retaining structures may be required along the north and east margins of the property. EARTHWORK Site Preparation The near -surface soils encountered in the test pits generally consist of silty sand with variable cobbles and gravel. These soils appeared to have a silt content of more than 5 percent fines. These soils are workable only during dry weather conditions. As the moisture content of any silty soil increases, the soil will become difficult, if not impossible, to operate on or compact during wet weather conditions. The operation of heavy equipment at the site can be expected to result in disturbance of the exposed subgrade soils during wet weather conditions. In areas where the silty soils are exposed or used as fill in wet weather, we expect that operation of heavy -wheeled equipment will result in significant ground disturbance. During extended periods of dry weather conditions, the moisture content of the soil may become depleted and moisture conditioning of the sand may become necessary. This may require the use of water trucks or other water devices. We therefore recommend that earthwork utilizing the onsite silty soils be undertaken only during dry weather conditions, if feasible, to minimize grading costs. Earthwork during wet weather will require the use of select import fill soils, with the fines content limited to 5 per cent or less passing the U.S. No. 200 Sieve. The native soils, consisting of predominantly silty sands with variable gravel would be moisture sensitive. ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 ' February 3, 2000 Page 5 ' Subgrade Preparation Based upon our understanding of the project, site preparation for the proposed house and easements may ' include cuts of up to ten feet on the eastern portion of the site, with lesser cuts and possible minor fill areas on the western portion of the site. We anticipate the base of the excavations for the house and garage on ' the eastern side of the site will extend into the dense or very dense soils at shallow depth. Prior to placement of any fill material, the exposed subgrade areas should be compacted to a firm and unyielding surface. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal ' of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proofrolled with heavy rubber -tired equipment during dry weather or probed with a ' %Z-inch-diameter steel rod during wet weather. Any soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or overexcavated and replaced with structural fill, based on the recommendations of our site representative. Structural Fill ' All fill material used to achieve design grades within the building foundation, or parking and driveway areas should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill placed below the ' building foundations and for wall backfill should be compacted to at least 90 percent of MDD (maximum dry density, as determined in accordance with ASTM D-1557) to within 2 feet of subgrade, and 95 percent of MDD in the upper 2 feet below pavement and foundation areas. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We ' recommend that the appropriate lift thickness be evaluated by our field representative during construction. For planning purposes, we recommend a maximum loose -lift thickness of 12 inches. We recommend that ' our representative be present during site grading activities to observe the work and perform field density tests. rThe suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing the U.S. No. 200 Sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. If it is necessary to import structural fill material to the site, we recommend that fill material consist of well -graded sand and gravel with less than 5 per cent passing the U.S. No. 200 Sieve based on that fraction 1 ADaPT Engineering, Inc. 1 1 1 1 1 1 Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 6 passing the'/4-inch sieve. During prolonged dry weather conditions, a somewhat higher (up to 10 to 12 per cent) fines content will be acceptable. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6 inches in diameter. Particle sizes larger than 3 inches should be excluded from the top 1-foot of fill. The moisture content of the fill material should be adjusted as necessary for proper compaction. Suitability of On -Site Materials as Fill Most of the site work will consist of excavation along the eastern portion of the parcel for the daylight basement, and local excavation on the western portion of the site for the front yard and driveway access. During dry weather construction, any non -organic on -site soil may be considered for use as structural fill, provided it meets the criteria described above in the structural fill section and can be compacted as recommended. If the material is over the optimum moisture content (typically 2 to 4 percent above optimum) when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. In general, the near surface native soils on the site were observed to consist generally of silty, gravelly sand. It may be necessary to moisture condition these soils prior to use as structural fill, particularly during dry weather conditions. The deposits of predominantly silty sand deposits encountered on the site should be considered highly moisture sensitive. CUT AND FILL SLOPES Temporary cut slopes (foundation and utility excavations) may be necessary during grading operations. As a general guide, temporary slopes of 1.5H to IV (Horizontal to Vertical) or flatter may be used for temporary cuts in the upper one foot to 7 feet or more feet of loose or medium dense fill or native soils. Steeper temporary slopes in the dense to very dense soils may be used. For planning purposes, a 1H:1V ' slope may be used for the dense to very dense till or silty sand soils, typically encountered at depths below about 1 to 7 feet bgs at the project site. These guidelines assume that all surface loads are kept at a ' minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant ' soil moisture or seepage occurs. 1 ADaPT Engineering, Inc. ' Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 7 ' BUILDING FOUNDATIONS The. following foundation recommendations are presented for conventional spread footings bearing in suitable native soils, or for footings supported by structural fill, placed above suitably prepared native subgrade. For structures which can bear on medium dense .or denser granular native soils, or on structural ' fill compacted to at least 95 per cent of the appropriate MDD in accordance with ASTM D-1557, we recommend they be supported on shallow spread footings. In general, footings founded on undisturbed medium dense native soil or on properly compacted structural fill can be designed using an allowable soil ' bearing pressure of 2,000 pounds per square foot (psf) for combined dead and long -tern live loads, exclusive of the weight of the footing and any overlying backfill. Where footings are founded directly on the undisturbed dense to very dense glacial till, bearing pressures may be increased to 3,000 psf for the combined dead and long-term live loads. These values may be increased by one-third for transient loads such as those induced by seismic events or wind loadings. 1 11 We recommend a minimum width of 18 inches for isolated footings and 16 inches for continuous footings. All exterior footing elements subjected to frost action should be embedded at least 18 inches below the lowest adjacent exterior grade. Interior footings for heated spaces should penetrate at least 12-inches below finished grades. We recommend that any disturbed soils in the footing excavations be removed, or if practical, recompacted prior to concrete placement. All foundation subgrades should be examined by a representative of our firm to verify adequate bearing surface preparation prior to placing concrete. In areas where the shallow soils consist of uncontrolled fill or otherwise unsuitable, organic -rich, soft/loose, or over -optimum in moisture content, we recommend that the unsuitable material be removed and recompacted if practical, or replaced with structural fill as described previously. Where unsuitable soils or old fill material extend to or occur at depth and overexcavation is impractical, we recommend that foundation support be extended through the unsuitable or old fill material, if present. This is typically accomplished with deepened footings or by extending the footing stem wall. We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, with differential settlements between comparably loaded footings of % -inch or less. Settlements will occur essentially as loads are applied. Disturbance of the foundation subgrade during construction could result in larger settlements than predicted. According to the City of Edmonds, the slopes on the site are not considered "sensitive areas'. As such, sensitive area setback criteria are not applicable to the site. 1 1 ADaPT Engineering, Inc. Mr. Juergen Kneifel W A00-3474 ' February 3, 2000 Page 8 ' FLOOR SLAB SUPPORT Slab -on -grade floors should be supported on native soils or on structural fill prepared as recommended. We recommend that floor slabs at the site be underlain by a 4-inch thickness of uniformly graded gravel, or sand containing no more than 3 per cent fines to provide a capillary break. The capillary break material should be placed in one lift and compacted to 90 percent of the MDD. The capillary break material should be connected to a suitable drain outlet to provide an exit for any accumulated seepage. A vapor barrier, such as a polyethylene liner, is also recommended. A thin layer of "clean" sand may be placed over the ' vapor barrier and immediately below the slab to protect the polyethylene liner during steel and/or concrete placement. A subgrade modulus of 250 kcf (kips per cubic foot) may be used for design. We estimate that ' settlement of the floor slabs designed and constructed as recommended, will be '/2-inch or less over a span of 50 feet. 1 LATERAL RESISTANCE ' Lateral loads may be resisted by friction on the base of footings and floor slab and as passive pressure on ' the sides of footings. We recommend an ultimate coefficient of friction of 0.45 be used to calculate friction between the concrete and dense native soil or compacted structural fill. Passive pressure may be determined using an equivalent fluid weight of 300 pcf (pounds per cubic foot) above the water table. This ' assumes that structural fill is placed against the sides of the footings and that the top of the fill is confined by either a concrete floor slab or pavement. A safety factor of 1.5 is conventionally applied to these values. RETAINING AND SUBGRADE WALLS Retaining and/or subgrade walls can be supported on shallow footings founded on medium dense or denser ' native soils or structural fill, if properly prepared. Footings bearing on at least medium dense or medium stiff native soils or structural fill as described above can be designed using an average allowable bearing value of 2,000 (pounds per square foot) psf with a maximum toe pressure of 3,000 psf. Lateral loads on ' conventional retaining structures founded as described above may be resisted by friction on the base of the wall footings and as passive pressure on the sides of footings. We recommend using an ultimate coefficient ' of friction of 0.45 to calculate friction between the foundation and native soils or on structural fill. For the condition of a horizontal ground surface beyond the wall, the passive pressure may be determined using an ' equivalent fluid density of 300 pcf. This assumes that the footings are cast "neat" against the cut, and that 1 ADaPT Engineering, Inc. 1 Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 9 any fill soils around the wall are placed and compacted as structural fill. A safety factor of 1.5 should be applied to these values, for sliding and overturning. The lateral active soil pressures acting on reinforced concrete retaining walls depend on the nature, density and configuration of the soil behind the wall. We recommend that walls supporting horizontal backfill be ' designed using an equivalent fluid density of 35 pcf for a level back -slope behind the wall. This pressure is based on backfill placed within 2 feet of the wall being compacted by hand -operated equipment to a density 1 1 1 1 of 90 per cent of the MDD and consisting of clean sand or sand and gravel. The recommended pressure does not include the effects of surcharges from surface loads, or the surcharge effects of a slope above the wall. For the conditions of a 2H to 1V slope above the wall, a 50 per cent increase in horizontal pressures would apply. As an alternative to conventional concrete retaining walls, the use of segmented concrete walls with geofabric or geogrid reinforcement may be considered (i.e., "Keystone" - type walls). Such walls have the advantage of economy over cast -in -place walls, and are especially attractive where site grades will be raised, as the grid/fabric can be included progressively in the structural fill as site grades are raised. If such walls are considered, they should be constructed in accordance with the manufacturer's recommendations and specifications. We recommend that retaining wall footings founded near fill slopes be a minimum of 2 feet in width and have a minimum 2 feet of embedment. Adequate drainage behind any retaining structure is imperative. We recommend that a drainage system consisting of a minimum 18 inches of washed sand and gravel with less than 3. per cent fines be placed along the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be installed behind the wall to provide an outlet for any accumulated water. The drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil or otherwise sealed. ROCKERIES If rockeries are to be used on this project, we recommend that a setback for foundation elements be provided for all structures. We recommend that building limits in these areas be located at or behind a point such that a slope inclined at 1H:1V extended upwards from the base of the rockery would not encounter any foundation elements. We recommend that all rockeries be placed in accordance with current City of Edmonds specifications and be limited to the restrictions stated therein. A copy of the typical rockery design and construction requirements is included in Appendix C of this report. Rockeries should be constructed only with sound, durable rock. Drainage provisions and building and parking setbacks are 1 ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 10 provided in local codes and standards. Depending on the rockery location and application, reinforcing material and select fill behind the rockeries may be required. Although commonly used in the northwest, it should be noted that unreinforced rockeries are actually landscape features rather than engineered retaining structures. Their primary function is to provide a facing for otherwise stable slopes and to protect them from erosion and sloughing. As such, the materials in a rockery face cut slope should consist of relatively dense strata. It should also be realized that rockeries, even when they are properly constructed, will require occasional maintenance. Therefore, rockeries should be located so that they are readily accessible for a contractor's equipment should repairs become necessary. PAVEMENTS Pavement subgrade areas should be compacted as previously outlined, except that the minimum t compaction achieved in the upper 2-feet below pavements should be compacted to 95-per cent of MDD, in accordance with ASTM D-1557. SITE DRAINAGE All ground surfaces, pavements and sidewalks at the site should be sloped away from the structure. ' Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and or catch basins, and conveyed to an appropriate discharge point. Roof drains for the structure should be tightlined separately from footing drains. Footing drains should be installed adjacent to all exterior footings. The ' footing drains should not be connected to the roof drain system until sufficient gradient will prevent roof water from entering or surcharging the footing drain. Drains should also be provided behind all retaining ' or subgrade walls. Driveway/sidewalk surfaces should be sloped such that surface water runoff is directed away from the structure, and where appropriate collected and routed to suitable discharge points. Surface water should not be allowed to discharge over steep slopes. All stormwater should be collected and routed ' via tightline to an appropriate discharge point. 1 ADaPT Engineering, Inc. 11 1 Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 11 LIMITATIONS We have prepared this report for use by Mr. Kneifel, and members of his design team, for use in the design of this project. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our fine during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. When the design is finalized, we recommend that the design and specifications be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes .in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. IADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 ' Page 12 Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No other conditions, express or implied, should be understood. ' Respectfully submitted, ' ADaPT Engineering, Inc. Charles C. Cacek Senior Engineering Geologist Kurt W. Groesch, PE Senior Geotechnical Engineer EXPIRES 6/15/61) KWG/ccc Enclosure: Appendix A - Figures Appendix B - Test Pit Logs Appendix C - Snohomish County Rockery Detail A®aPT Engineering, Inc. 1 n � I' 1 APPENDIX A FIGURES �r ! e + 8?4 121Ly .1`e / t f c . \J . �.J .- • 5 �� j ti ki li �;, �it�f' !�� .` it �LLr �,,h " .'f•t . L rnia, Beaeh Ji l �� '�• . a — i i 1 Q 100 v. Lj rl 4• l { t -� n�� f ,. �i. 1Ieadow r i •. •1 � / tl �� ifs Ar � : � � i i '� r�;, � • •J11•::� my lei r.h 1 ?� � �f . :`ROCk.�t Y'�.—.-•:._ 88 � �,� / �.'' • ��'/1v_ , � •,- � �1 *� sr Y_ J�l,F� -�� ~- \•.,..! t _ � } ..aj tom--.� ,. (� � �� I< - u �- -i � : � � ,•' y-_---� � I ��; a � J;tih C. � �� = 'fib 1 .i •�.s.y,• ..-`.�.r� •R t 1. Pl` t _ i' f i7 l • I );0 �H 'eeeX,'• <_ "1 .. ....1 %. r a E •.. . o Liz 1 rt1_E '.FEET. o s S FM LOOOm Printed fromTOPOI @1999 Wildflower Productions www.t o.com ADaPT Engineering, Inc. FIGURE 1 - Location/Topographic Map 800 Maynard Avenue S., Suite 403 Location : Kneifel Property Seattle, Washington 98134 157xx &72nd Avenue West Lot "C" 9 Snohomish County, Washington 98026 Client : Mr. Kneifel Ph : 206.654.7045 Fax : 206.654.7048 1 Date : 1 21 00 Job # : S—WA-00-3474 ADaPT Engineering, Inc. APPENDIX B TEST PIT LOGS 1 1 1 I 1 fl I 1 Pew ' a DATE Drilling Start Date tnyao urming uompi%urn uate : inr/uu Loggea by: wil 1 1 1 1 1 H 1 d Drilling tart Date ADaPT Engineering, Inc. TEST PIT LOG 800 Maynard Avenue South, Suite 403 SEATTLE, WASHINGTON 98134 TEL:206.654.7045 FAX:206.654.7048 PROJECT: Kneifel Property Job Number: WA00-3474 Test Pit No.: TP-2 157xx &72nd Avenue West Snohomish County, Washington 98026 0 $ a o x � W U, q m --------------------------------------------- MATERIAL DESCRIPTION Loose, moist, dark brown, silty fine SAND, some gravel (Topsoil) -------------------------------------------- Medium dense, moist, tan/gray, silty, gravelly fine SAND, some roots Very dense, moist, gray, silty, gravelly fine SAND, some cobbles (Glacial Till) TESTING 5 Test pit terminated art 8.5 feet depth. No seepage or caving observed 10 15 LEGEND V SWc water Level at DrlOirg ® water Bearing DATE DATE stage water Level BU*W Semple ggg g Bag Semple '� Bum 4 water seepage IndIcamr PercAed Groundwater �4j Page: 1 of 1 1/12100 unnmg uompienon uate : in ti00 Logged by : UILAU I 1 1 1 1 1 1 ii 1 n 1 Perch a Drilling Start Date Inz/uu unumg t.omptetton uate : 1/IZIUU LoggeG by : L;L;L: ADaPT Engineering, Inc. li 1 1 APPENDIX C TYPICAL ROCKERY DETAIL 1 1 1 LEGEND: °•o. I V" TO 4 "CH OIUARRY $PALLS FREE Of ORGANIC WFTM LESS THAN a ►ERCENT FOES (SLT AND CLAY ►ARTNUD PASOWQ THE NO. IN MEW SUVE) SURFACE DEAL; MAY C'ON WT or "anvIOUS SOIL OR A F011 FREE DRABSNG GRANULAR WATER AL. BOTH OVER FLYER FABRIC. OR LEAR CONCRETE WaXOTURS10 FBIM NAME SO4- DESIGNATES SIZE OF ROCK MOWMD Is. S MAN. UN MRI A WON DIAMETER L44XMRAIM PWR CONFOMOM TO SECTION 7•01 OF THE WEDOT/A►WA $PECMICATKNOL OUCH PIPE SMALL " DEDDED ON AND BURROUIDED BY S INCH TO • NM OUAnRV WALLS AD DESCRIBED ABOVE. PAVNO WHERE REGUMD NOTES.- L IIAXRMUM NC►INATION OF THE SLOPES ABOVE AND N)DND ROCKEAN4 SHOULD BE 21 (HOR►ZpNTAL-V"TKJALJ. L 1e"AN THK:IHESD OF ROCK FILTER LATER B - TE NCHEE S. NNDIUM EMSFohmR D - u wame uNDIITUIIBED NATNE BOIL OR COMPACTED FB.L PLACED N ACCORDANCE WITH QEOTICMMCAL REPORT IIECOLIMENDATIONIL 4 ROOIMREe GREATER THAN E FEET IN HEIGHT TO BS METALLED UNDER PENNOOIO Oil PULL TEE OBSERVATION OF THE GEOTECHMCAL ENONMFR. S. ROCK SHALL BE PLACED TO GRADUALLY DECREASE N SIZE wITN " MAINNO WALL "PONT N ACCORDANCE WITH THE 6EOT1iCHN;CAL EHOINEBICS RECOMMENOATHM& 0- NHBeAI wbTN OF KEYWAY UCAVATWN, W, WALL BE EOUAL TI THE TISCKKEBB OF THE BASAL ROCK (AS 9ETERM"0 SY THE OSOTECHMCAL DIGNEEIrS OM4" PLUS D. ). THE LONG De1ENSI M OP TM ROCK& SMALL EHITENO MlPENMULAR TO T W ROCK FACE TO PROVIDE MAXMIM STABILITY. IL ROCKS SMALL BE PLACED TO AVOO CONTpOUS JOWr PLANE N VERTICAL OR LATERAL ORECTIONS. EACH ROCK SMALL BEAR ON TWO OR MORE ROCIB BELOW IT, TFTHN 0000 FLAT -TO -FLAT CONTACT. SIZE APPROWMATE WT - Lail APPROXIMATE DNA. t MAN SO . me . tP te• 2 MAN Sao. 700 MAN TSB - SFso EB• • Sr 4 MAN 2800 . 4000 20' • Sr b MAN 4000 . S00e M, . 64. B MAN low - wo ee• • or SBe TBKR SOCtlen 9-21 Snohomish County Public Works Snohomish Counly, WaBNnptolH Approved by:11 -0 4441 II 6-180 ROCKERY DETAILS - NATIVE CUT HT. OVER 4 FT. £ County Reed Engineer Date M = LEGEND: ,;�.•.p..a : NC►1 fo s s1E/1 ouAMr 6fAtli . Y•Kd /AMt OR 000AMC0, VR/N LESS TWA T ►IPMWff ►KS jKT AM CLAT ►ANTWL" PASSING THE ND. LSS INSN SXV" ® COLfAOT" ffl'"ToR ►LL OTlMNED OOWACTEO TO AT LEAST SSS, OF " MIM OAT DEK V AS OST"WHED ST AST* WWO-70. MOPVAIMA 71MMA S17KtSU O TLL CONWTM O► PM-WAVOK OAOAN -FM MATTIMAL 1MTN A MAEERSI MZ! p ! MMM SNOOLD COWAN MO HONK TNIIN 1 FIV 4M.►EI!! (H*VA SSO MOTEL COM►ACM TO AT LEAST $I ►IRCERT OF ASTM D437.7S MIAAMIMS 060". UN Ken MISO MN MATFM SOSL CESNMATES Nn Of ROCK 4EOUSI0TK4 Ln A MAIL MMM M . NCH CIAMETSM OMPO IA04 Mt ry.,,,,Y OO►tONMUS TO SEOTM 7-" OF THE ar WROOTIAPWA SFEOPI&ATNIMS. BUM IRE SMALL SE SEOM OH AND 94MEWW4M ST S NCH TO 4 WN OOAMT SFAUS AS OSSCI S" ASOTS. - NOTES: t ALL {LL SNAIL of ►LAC® M TISN LiTt NOT LiXOESSNA M NCIES N LOOSE TMCKWB& EACH LATIN SMALL SS OOLIAOTSS TO NO LESS 7HAS N ►0 MA 7 0/ MAxMKM BOT CSMSRY. AS OSTEALSSND Ov AWN b/667.75 fjobrM ►AOCTOM, L TKVKWSS Of CW MKED Mya ROCK LAVM S. SKULL SE MO USS TWIST ! SSCFMS. S DEPTH OF SUMLL► OF BASAL LATEN O► HOCK O. SHALL 0 NO LSSS THAN fs E aim 4 LATJR& :ETS71T OF ALL OVIRO IS. LO, MALL NOT Be LUG TW1M H /MT. S. MW"N WMIM OF MSTWAT 0CATATIOK W. !BALL N SOWIL TO TIE TWCKH[SS OF M BASAL MOCK (AS O4TUANN D ST THE OEOTECHNICAL MONMII Dow" KIN S. S. WIIEAE AlaWi q, ""M ►AYN9 TO MOMENT PAC& See T*xt 3010100 8.21 ----------------- Snohomish County Public Works SnOhOmtsh County. Washington Approved by: 6-190 ROCKERY DETAILS - FILL HT. 8 FT. AND LESS County Aoad fnpfnser Gals Of bUy O N uuJ 11 r CITY OF EDMONDS 1215TH AVENUE NORTH • EDMONDS • WA 98020 • (425) 771-0220 . httpV/www.ci.edmonds.wa.us, RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: Construction of a new single-family residence with associated grading of 1782 cubic yards (Plan Check file RG-01--01-5j) Proponent: Juergen Kneifel Location of proposal, including street address if any: 15715 — 72"d Avenue W., Edmonds, WA Lead agency: CITY OF EDMONDS 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 is not required under RCW 43.21.030(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 14 days from the date below. Comments must be submitted byZ , 2001. Responsible Official: Meg Gruwell Position/Title: Senior Planner Phone: 425-771-0220 Address: City of Edmonds 121 - 5th Avenue North Edmonds, WA 98020 Date: 3/I 912aa 1 Signature: XX You may appeal this determination to Robert Chave, Planning Manager, at 121 - 5th Avenue North, Edmonds, WA 98020, no later than r.) Z , 2001, by filing a written appeal citing the specific factual reasons for the appeal. The appeal submittal must also include the required fees and mailing list. Please contact the Planning Division for specific submittal requirements. XX Posted on Mach 1 9 . 2001, at the Edmonds Public Library, Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. RECEIVED MAR o 1 21001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Page 1 of 2 PC-01-015.DOC CREATED ON 03/19/01 8:42 AM t Mailed to the following along with the Environmental Checklist: XX Environmental Review Section XX Applicant: Juergen Kneifel6110 — 186" St. SW Department of Ecology P.O. Box 47703 Lynnwood, WA 98037 Olympia, WA 98504-7703 XX National Marine Fisheries Service Attn.: Steve Landino WA. State Habitat Branch Chief 510 Desmond Drive SE Lacey, WA 98503 cc: File No. PC-01-015 SEPA Notebook Page 2 of 2 PC-01-015.DOC CREATED ON 03/19/01 8:42 AM t,1 All Purpose of Checklist: CITY OF EDMONDS ENVIRONMENTAL CHECKLIST The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all AI- proposals with probable significant adverse impacts on the quality of the environment. The purpose of this checklist is to provide information to help you and the agency identify impacts from your proposal (and to reduce or avoid impacts from the proposal, if it can be done) and to help the agency decide whether an EIS is required. M Instructions for Applicants: This environmental checklist asks you to describe some basic, information about your proposal. Governmental agencies use this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the best description you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if a question does not apply to your proposal, write "do not know" or does not apply". complete answers to the questions now may avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Use of checklist for nonprojed proposals: . Complete this checklist for nonproject proposals, even though questions may be answered "does not apply.". IN ADDITION, complete the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). For nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposer," and "affected geographic area," respectively. A. BACKGROUND 1. Name of proposed project, if applicable: 6�eig=� ( DEN C I 2. Name of applicant: _ C l Ue 3. Address and phone number of applicant and contact person: CMUDMI-NOVAS MAMR\SPEA Page t of 24 4. Date checklist prepared: FiETB QQpyn( S. Agency requesting checklist: City of Edmonds. 6. Proposed timing or schedule (includin pha 'ng, if applicable): �o i �O (STAFF COMMENTS) 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? u yes, explain. N' I ' L€JT- �L�31` 35� (STAFF COMMENTS) 8.. List any environmental information you know about that has been prepared, or will be prepared, directly related (STAFF COMMENTS) 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting . the property; covered by -your proposal? If yes, explain. (STAFF COMMENTS) Page 2 of 24 CH LT.DWI-NOV-93 MASMRWEA /} 10. List an government` approvals or permits that will be neededAooryour proposal, if known. N 5C�SA ---( P;E W-M tTS---- 11. 12. (STAFF COMMENTS) b;'.ld.�., Perm;} Give brief, complete description of your proposal, including the proposed uses and size of the project and site. There are several questions.later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. 709 WE v�� - (STAFF COMMENTS) Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide range or boundaries of the site(s). Provide legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related (STAFF COMMENTS) CHUT.DMI-NOVAS MASIERISMA Page 3 of 24 TO BE COMPLETED BY APPLICANT B. • ENVERONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other: r� (STAFF COMMENTS) b. What is the -steepest slope on the site (approximate percent slope)? a d. (STAFF COMMENTS) bi ac ho., S w c S Ww, o E 40 rb or W5ggLr b v4- �S, tee. 1►w�► wa t; (� , i '' Sd ezo S to�►�1 ' w kr EI."^AA co -4j- az9"� wi'\ . What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. (STAFF COMMENTS) Are here surface indications or history of unstable soils n the immediate vicinity? If so, desrribe.� O � I�v �-ri-tom 4:�kXnV k--MII (STAFF COMMENTS) CFIXLT.DW1-N0VA" MA818MEA Page 4 of 24 e. Describe the purpose, type and approximate quantities of any filling or grading proposed. Indicate source of fill. (STAFF COMMENTS) rA , �179 Z A-b;g— w o sJ ° f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. (STAFF COMMENTS) g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? (STAFF COMMENTS) h. Proposed measures to reduce or control erosion, or other impacts to the earth, if (STAFF COMMENTS) 2. AIR IsM a. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. D OZA06 C.�NSTP-�C`R�k1 Il/lDI 1 `1� -N�TIS. ah '�J�C' . IVO �I�II <<-�t btiS U PPL� C�7t►�/� PC�`R.�, (STAFF COMMENTS) PzS Ac, , an 11 rfi,-AznKcA Page 3 of 24 CHKLT.D=I-NOV-93 MASMSPEA b. Are there any off -site sources of emissions or odor that may effect your proposal? If so, generally describe. N Q ' (STAFF COMMENTS) C. Proposed measures to reduce or control emissions or other impacts to the, if any: (STAFF COMMENTS) 3. WATER a. Surface: (1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and . seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. R appropriate, state what stream or river it flows into. (STAFF COMMENTS) PwAu SA,4 �s 6qb. =gj�u y00 4tu- -r'" -M, (2) Will the project requireany work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and httach availableLplans. 1� (STAFF COMMENTS) (3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. (STAFF COMMENTS) Page 6 of 24 CHXLT DMI-NOV-93 MAMR%PEA 1 (4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and apOroxi ate quantities if known. (STAFF COMMENTS) (S) Does the proposal He within a 100-year floodplain? If so, note location on the site plan. (STAFF COMMENTS) (6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and agticciipated volume of discharge. (STAFF COMMENTS) b. Ground: (1) Will ground water be withdrawn, or will water be discharged to ground water? Give general desc3ipttiion, purpose, and approximate quantities if known. (STAFF COMMENTS) Page 7 of 24 CHUT DMI-rrov-93 MAMR%MA (2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. (STAFF COMMENTS) C. Water Runoff (including storm water): (1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. (STAFF COMMENTS) (2) Could waste materials enter ground or surface waters? N so, generally describe. ROT - (STAFF COMMENTS) d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: N� (STAFF COMMENTS) DtkAtio" 516,E k n, ; c C% w t A . I Page g of 24 CHKLT.DMI-NOV-93 MASIER SM 4. Plants a. Check or circle types of vegetation found on the site: L--'--deciduous tree: alder, maple, aspen, other. evergreen tree: fir, cedar, pine, other: ✓shrubs —I.e-"'grass pasture crop or grain wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other. water plants: water lily; eel rass, milfoil, other other types of vegetation: L Q,I�� Is p�L (STAFF COMMENTS) . b. What kiPam�� veg ation will be removed or altered? (STAFF COMMENTS) C. List threate ed or endangered species known to be on or near the site. ©� iG (STAFF COMMENTS) Page 9 of 24 CHKLT.D=I-NOVAS MAMR%SM d. Proposed landscaping, use of native plants, or other materials to preserve or enhance vegetation on the (STAFF COMMENTS) 5. Animals a. Check or circle �y bir nd animals ich have been observed on or near the site or are known to be on or ar the site• - . V • birds: hawk, heron, eagle, songbirds, other. �Y mammals: deer, bear, elk, beaver, other lJ fJ4s;V rot IC A fish: bass, salmon, trout, herring, shellfish, other: k o (STAFF COMMENTS) c&WrvMAti44-hu .�e b. List any threatened or endangered,species known to be on or near the site. (STAFF COMMENTS) Ijone, ,,,,. Aj c ac. C. Is the sit4 part of a migration route? if so, explain. (STAFF COMMENTS) CHKUMMI NOVA3 MASMR%PEA Page 10 of 24 d. Propose,4nneasures to preserve or enhance wildlife, if any: (STAFF COMMENTS) 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. (STAFF COMMENTS) b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe`. (STAFF COMMENTS) C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control enernv imnarta_ if anw- (STAFF COMMENTS) Page l I of 24 CHKLT.DOC\bNOW93 MASMRNSPF.A 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so describe. NO (STAFF COMMENTS) (1) Describe special emergency services that might be required. (STAFF COMMENTS) (2) Proposed measures to reduce or control environmental health hazards, if any: N� (STAFF COMMENTS) b. Noise (1) What types of noise exist in the area which may affect your project (for example: traffic, eauinment. operation. other)? '% (STAFF COMMENTS) Page 12 of 24 CHKLT.DMI-NOV-93 MAMR%PEA (2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. J (STAFF COMMENTS) (3) Proposed measures to reduce or control noise impacts, if any: (STAFF COMMENTS) 8. Land and Shoreline Use a.. What is thecurrent use of the site and adjacent pro erties? —�-- �© (STAFF COMMENTS) b. Has the site ee used for agriculture? If so, describe. (STAFF COMMENTS) Page 13 of 24 CHKLT.DOC%I-NOV93 MASIER%SPEA C. Describe an structures on the site. (STAFF COMMENTS) d. Will any structures be demolished? N so, what? (STAFF COMMENTS) e. What is the cprrcnt zoning classification of the site? .(STAFF COMMENTS) E What is the current comprehensive plan designation of the site? L (STAFF COMMENTS) g. H applicably, what is the current shoreline master plan designation of the site? N G/,rvl 117�r' . (STAFF COMMENTS) NON - Page 14 of 24 CHKU DOCU•NOV-93 MA318R%M h. Has any part of the site been classified as an "environmentally sensitive" area? H so, specify. (STAFF COMMENTS) '%u- S,tc ha.( Approximately how many people would reside or work in the completed project? (STAFF COMMENTS) j. Approximately how many people would the completed project displace? (STAFF COMMENTS) k. Proposed measures to avoid or reduce displacement impacts, if any: (STAFF COMMENTS) 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: (STAFF COMMENTS) 69M e /.7an a w� t-h lAde�a w� ►+h (OACC Page 15 of 24 CHKLT.DOGU-NOV-93 MASMOSPBA 9. Housing a. Approximately how many units would be provided, if any? Indicate wbether high, middle, or low-income housing. ON E (STAFF COMMENTS) b. Approximately how many units, if any would be eliminated? Indicate whether high, middle, or low- income housing. (STAFF COMMENTS) C. Proposed measures to reduce or control housing impacts, if any: IV� (STAFF COMMENTS) 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principle . exterioor uilAi mat e 'al(s) proposed? (STAFF COMMENTS) Page 16 of 24 CNRLT.DOC11-NOV-93 MAMR%SM b. What views in the immediate vicinity would be altered or obstructed? ONE (STAFF COMMENTS) c. Proposed measures to reduce or cpntrol aesthetic impacts, if any: (STAFF COMMENTS) 11. Light and Glare a. What tfpe of light or glare will the proposal produce? What time of day would it mainly occur? (STAFF COMMENTS) 6f-p daroi Ki:deM, Q,( (:�jht, M . b. Could liglit rtor glare from the finished project be a safety hazard or.interfere with views? (STAFF COMMENTS) 00 C. What existing of -site sources of light or glare may affect your proposal? (STAFF COMMENTS) Page 17 424 CHKLT.DMI-NOV-93 MAS11MMEA d. Proposed measures to reduce or control light and glare impacts, if any: (STAFF COMMENTS) 12. Recreation a. What designated recreational opportunities are in the immediate vicinity? (STAFF COMMENTS) GOL' , Pwy- 4o n«'n' b. Wouldthg proposed project displace any existing recreation uses? If so, describe. (STAFF COMMENTS) C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided tby the project or applicant, if any: 1v (STAFF COMMENTS) Page 19 of 24 CHKLT.D=I-NOV-93 MASIERWEA 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known be, on or neat to the site? If so, generally describe. r�oKc V-►�ovi P� (STAFF COMMENTS) b. Generally describe any landmarks or . evidence of historic, archaeological, scientific, or cultural importance known to be on or neat to the site. \1%J� (STAFF COMMENTS) c.. Proposed measures to reduce or control impacts, if any: (STAFF COMMENTS) 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street (STAFF COMMENTS) W ^,' •du,c . W. Page 19 of 24 CHKLT.DOCU•NOV-93 MASMR%PBA b. Is site currently served by public transit? If no, what is the approximate distance to the nearest transit . stop? ' _ (STAFF COMMENTS) G How many parking sppces would the completed project have? How many would the project eliminate?. (STAFF COMMENTS) d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, ener Ily describe (indicate whether lic or private). 2 Ilk It l�D (STAFF COMMENTS) e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. (STAFF COMMENTS) Page 20 of 24 CHKLTDMI-NOV-93 MASIER%PRA E How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. Q q D RI (STAFF COMMENTS) . g. Proposed�mfasures to reduce or control transportation impacts, if any: (STAFF COMMENTS) _ '54� •Mpiall 15. Public. Services a. Would the. project result in an increased need for public services (for example: fire protection, police _ protectiog, health care, schools, other)? ;f so�erally describe - �p>>I Iw w N (STAFF COMMENTS) b. Proposed measures to reduce or control direct impacts on public services, if any: A (STAFF COMMENTS) Page 21 of 24 CHKUDOMI-NOV-93 MASMSPBA 16. Utilities a. Circl ' 'es currently available at, the site: electricity, natural gas, efu service telephone, amiary sever' septic system, other.. (STAFF COMMENTS) b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities o the site or in the immedia vicinity which migh be needed. (STAFF COMMENTS) C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. 1 S ature of Proponent Date Submitted 0 Page 22 of 24 CHKLT.D=I-NOV-93 MASMSPBA DA Zone A S.W. 1 /4, SEC. 5 T.27 N., R.4 E.W.M. 507 IS4jg COUNTY PA RK 07 Te' a I to to 15518 �1♦ — 0 o I551(O ly 155►5 r SsoB n IfL ISS20 ISS15 1: n IS a TM 14i05 ~ � 15601 15600 15/.04 15614 a p r 13621 3 0$ SIG 20 15615 15640 15700 15625 ^ �. I'37o3 15705QD 15702 1570(e 15631 0 1` r r 15709 /S7d! a) IS7ry 1571z I S 7114L 15 701 r572 1 5731 � 157 1 v �3 57/q 15722 15721 15729 1A ' MIR 15130 psa IS719 °D 15120 Q 157 O 15725 Ism 158 T ISM p ISBr° f r ISgog 15000 f� ISBog /580 1581, 15 I SBe ` 1T814 • IS810 • ISe 1581Z v /5821 ISS05 72 Mo ISB=�I � 15824 15827 15926 15828 15825 15%Z3 :, 14911 15907 5902. 15904 I S9o1 U' r 5824 15906 157og a 15908 1592s1 15910 5909 15902 15915 IS910 15927 0 > 15917 _ o h Is9!'o 15g12 ° M : �k 15920 15926 I Y `� yco r 16000 I5g31 N097N 16008 a I.n;z Ar ;� — •ti 16012 ,y 1 t6010 16119 --� •O •o v a , N I lr o3'i �y 16006 6024 kpp �i�e lolls I(,020 $ a 1 c 1 16008 16031 10 d �!j 1 o 1 •' � 16038 ibo3b 16010 16105 r �fz' 1• 1�J ill 16130 O`,O� 16/09QD IGI i A to 16106 /6/I/ b3 1�1 16112 /ItaS �p � o � � °� Ms11oe.1olw.d�a MRRIKR I61 � •16115 �21 1(0l00 - 6117 6119 16122 1621Z 16116 16131 - 6121 � 3 909 6216 6217 16202 0 �14 6211 � N 16221 16209 l62C 16215 f6219 All. N b 16220 F 6220 4 b=23 S• �9 16M 1623b 228� pL. °' `b 16310 I6225 16222 16232 V oo a N 16320 16311 633p ' ' 1 16317 = % N a 1(e315 16330 w 6318 6315 6.520 rl • /63l9 �6 0• 3 4 1634o 16319 9 63M12 6323 16322 16321 Ztv Pi' S' w40 ,O }— TIN Q p � 16404 40 r )641016411 r9 � o o o , 1642 ry . a IH 16419 16431 ^ t`s Ib130 164 e3 rj 0 1°. 1` MtAoo — — e t - -- - -i ,1- j\ E D 82101 COtUNTER CORNER ELEVATIONS: Q' 285.5 DEVELOPMENT SERVICES CTR. 281.5274.0 CITY OF EDMONDS 277.0 Am z 279.5 AVG GRADE ( m e t e Va 1 i D 1r� = 2G(D= + 25' HEIGHT LIMIT b 304.50 MAX. RIDGE ELEVATION KNEIFEL RESIDENCE Lee Kirk Architecture West t 72nii Avenue 17801 140th Ave. NE Sufte 202, Woodinville WA 98072 north (425) 4821204 • (206) 625 9229 ■ fist (425) 4821224 Site Plan In=en a 9H 8 x— L�vf`lr% GS ,295. x 300.63 ? GS —34 J96 79 2 84 E7G 4 26 43 II oe MnR4 E/Groyd 44 279.84 282.14 ?C, Iffi Ixonk 69. 28P7, P? 2 ra oe X: 01 274 4 ..'. 281.1 N24.85 29Z.% x ke x m 63 G6 26-157 IC ,.,d E ;184. 9 *2 09 0��26 2 4.1 ;41 27.38 foe 270.13 280.45 286.24 TN ank k 1.64, ,mayHy 58 GB 84.33 Ge 63. 270.67 3.32 TO 280.06 ank I I se \ \'\ ^v LG4 J_2 7 E7 5,,el k 260.46 (3D I/Iiw, 280.54 \, FY 63.65 .,x roe 3 2 52 9.6v \ A /k E vel I eo 2-, 14 % x 2 .92 �62 Y Ps x jgffl foe X' 2Re Toe tp 2 533, ts 65 7.61 mo OF a (I N ;/ ti � I , CO �� I x 26252 x 264.40 6781 LLJ GS GS GS x G 2 J45 -t rt 265.1 "'I x 260.26 RR SIK 4 ADaPT Engineering, Inc. 800 Maynard Avenue South, Suite 403 Seattle, Washington 98134 Tel (206) 654-7045 Fax (206) 654-7048 February 3, 2000 WA00-3474 6110 186d' Street Southwest Lynnwood, Washington 98037 Attention: Mr. Juergen Kneifel Subject: Subsurface Exploration and Geotechnical Engineering Evaluation 157xx 72nd Avenue West, Lot C Edmonds, Washington 98026 Dear Mr. Kneifel, This report summarizes our observations and conclusions, and provides geotechnical recommendations for development of the site. The project site. is located at 157xx 71 Avenue West, Lot C, in Edmonds, Washington. The location of the site is shown relative to the surrounding features on the Location/Topographic Map, Figure 1, attached to this report. Our services are provided at your request. We received written authorization to perform the work from Mr. Juergen Kneifel. Our understanding of the project is based on our discussions with you, our review of the preliminary project plans provided to us, our site reconnaissance, as well as our soils explorations. The subject property is a vacant and mostly cleared lot that covers approximately 12,760 square feet. Based upon the provided survey map, the property slopes moderately to steeply toward the southwest, with a flat central area, and total topographic relief across the site is.48 feet. Based upon the provided plans, the proposed development would include construction of a two-story, wood -framed house with a full basement that daylights to the west, along with paved easements accessing 72nd Avenue West.. The house will have a footprint of approximately1,600 square feet. The development would include a cut of up to ten feet along the eastern side of the proposed structure, and a significant amount of earthwork will be necessary. The existing site conditions are RECEIVED JAN 1 1 2001 DEVELOPMENT. SERVICES CTR. CITY OF EDMONDS ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 2 as depicted on the attached Site and Exploration Plan, Figure 2, which depicts the location of the explorations accomplished for this study, as well as the topographic expression of the site. The purpose of our study is to conduct a geotechnical evaluation of the site and provide geotechnical recommendations for development of the site for the project site. Specifically our scope includes the following: • Conduct a geotechnical exploration program at the site; • Provide a site plan showing the relative location of the test pits; • Provide detailed, interpretive logs of the test pits; • Provide an assessment of the subsurface conditions and their impact on construction; • Provide site preparation recommendations; • Provide building foundation design criteria; • Provide recommendations and design parameters for retaining walls and rockeries; • Provide drainage recommendations, and; • Recommendations for further work, if necessary. SITE CONDITIONS SURFACE CONDITIONS The site is located at 157xx 72'd Avenue West, Lot C, in Edmonds, Washington. The subject property is a rectangular -shaped parcel that covers approximately 12,760 square feet. The property slopes moderately to steeply toward the southwest, with a flat central area. Based upon the provided survey map, total topographic relief across the site is 48 feet. The steepest slopes along the north -central and portion of the site have gradients of up 50 percent. According to City of Edmonds criteria, however, these slopes are not considered "sensitive areas", due to the limited run of the slopes. The criteria indicate that a slope would ' need to have a 20 foot rise with a 50 foot run to be categorized as "steep". The site had been partially. cleared and graded at the time of our site visit, with a few trees and blackberry bushes remaining on the eastern half of the site. The site is bordered to the west by a gravel surfaced roadway for 72' Avenue West, to the south by Lot B, and to the north and east by single-family residential properties. The eastern edge of the property is marked by a four to five foot high treated timber retaining wall. We did not observe evidence of subsidence or slope instability on the site, including irregular or hummocky topography, pistol - butted trees, active or past active scarps, seepage zones, or hydrophyllic vegetation. No surface waters or surface water seepage was noted at the time of our site work. ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 3 SUBSURFACE CONDITIONS Subsurface conditions on the parcel were evaluated by advancing three backhoe-excavated test pits across the parcel. Our field explorations were completed on January 12, 2000 using a backhoe under subcontract to our firm. Test pit TP-I, advanced on the eastern one-third of the site, disclosed approximately one foot of loose, moist to wet, disturbed, silty, gravelly sand overlying very dense, moist gray, silty, gravelly fine sand with cobbles that extended to the full depth explored (up to 7 feet below ground surface(bgs)). The very dense subsoils were interpreted to be glacial till. Test pit TP-2 disclosed approximately one foot of topsoil over medium dense, moist, tan/gray, silty, gravelly fine sand that extended to a depth of approximately 4 feet bgs. These medium dense soils were underlain by similar glacial till soils as were encountered in TP-1 that extended to the full depth explored (up to 8'/2 feet bgs). Test Pit TP-3, advanced on the western portion of the site, disclosed loose, moist, brown with black, silty fine to medium sand to a depth of approximately 4'/2 feet bgs. These surficial deposits were interpreted to be uncontrolled fill. These soils were underlain by medium dense to dense, moist, brown to grayish tan, silty fine sand with variable gravel and cobbles that extended to the full depth explored (up to 9'/Z feet bgs). These fine sand soils did not appear to be typical of the glacial till deposits encountered in the other test pits elsewhere on the site. The native till and silty sand soil units are dense to very dense, exhibit relatively high shear strength characteristics, and are relatively incompressible. The location of the test pits, designated as TP-1, TP-2, TP-3, are shown on the attached Site and Exploration Plan (Figure 2). The specific location and depth of the explorations performed were selected in relation to the proposed site features, under the constraints of budget and site access. The location of the test pits and other features shown on Figure 2 were obtained by hand taping from existing site features. As such, the exploration locations shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. The test pit logs appended to this report (Appendix B) describe the various types of soils encountered in the explorations, based primarily on visual interpretations made in the field. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Groundwater seepage was not observed in the test pits at the time of our site work. Fine grained soils are often characterized by seasonal near surface "perched" water during the wet fall winter and spring months. Localized saturated zones may develop at the fill/native glacial till interface, or at the contact between weathered and non -weathered glacial till surface owing to the relatively impervious nature of the glacial till ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 4 horizon. Groundwater conditions can vary seasonally with changes in precipitation, and may fluctuate with changes in site utilization and other factors. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our interpretation of the subsurface exploration and site reconnaissance, it is our opinion that the site is suitable for the proposed development provided that the geotechnical recommendations given below are incorporated into the design and construction. The medium dense to very dense near surface native soils at relatively shallow depth on the parcel would provide suitable support for the proposed single-family residences and associated easements. The project will include a substantial amount of earthwork for excavation of the daylight basement. A cut of 7 to 10 feet will be necessary for the east side of the proposed house.. In addition, retaining structures may be required along the north and east margins of the property. EARTHWORK Site Preparation The near -surface soils encountered in the test pits generally consist of silty sand with variable cobbles and gravel. These soils appeared to have a silt content of more than 5 percent fines. These soils are workable only during dry weather conditions. As the moisture content of any silty soil increases, the soil will become difficult, if not impossible, to operate on or compact during wet weather conditions. The operation of heavy equipment at the site can be expected to result in disturbance of the exposed subgrade soils during wet weather conditions. In areas where the silty soils are exposed or used as fill in wet weather, we expect that operation of heavy -wheeled equipment will result in significant ground disturbance. During extended periods of dry weather conditions, the moisture content of the soil may become depleted and moisture conditioning of the sand may become necessary. This may require the use of water trucks or other water devices. We therefore recommend that earthwork utilizing the onsite silty soils be undertaken only during dry weather conditions, if feasible, to minimize grading costs. Earthwork during wet weather will require the use of select import fill soils, with the fines content limited to 5 per cent or less passing the U.S. No. 200 Sieve. The native soils, consisting of predominantly silty sands with variable gravel would be moisture sensitive. ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 5 Subgrade Preparation Based upon our understanding of the project, site preparation for the proposed house and easements may include cuts of up to ten feet on the eastern portion of the site, with lesser cuts and possible minor fill areas on the western portion of the site. We anticipate the base of the excavations for the house and garage on the eastern side of the site will extend into the dense or very dense soils at shallow depth. Prior to placement of any fill material, the exposed subgrade areas should be compacted to a firm and unyielding surface. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proofrolled with heavy rubber -tired equipment during dry weather or probed with a %2-inch-diameter steel rod during wet weather. Any soft, loose or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or overexcavated and replaced with structural fill, based on the recommendations of our site representative. Structural Fill All fill material used to achieve design grades within the building foundation, or parking and driveway areas should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill placed below the building foundations and for wall backfill should be compacted to at least 90 percent of MDD (maximum dry density, as determined in accordance with ASTM D-1557) to within 2 feet of subgrade, and 95 percent of MDD in the upper 2 feet below pavement and foundation areas. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. For planning purposes, we recommend a maximum loose -lift thickness of 12 inches. We recommend that ' our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing the U.S. No. 200 Sieve) increases, soil becomes increasingly ' sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. If it is necessary to import structural fill material to the site, we recommend that fill material consist of well -graded sand and gravel with less than 5 per cent passing the U.S. No. 200 Sieve based on that fraction ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 ' February 3, 2000 Page 6 ' passing the %-inch sieve. During prolonged dry weather conditions, a somewhat higher (up to 10 to 12 per cent) fines content will be acceptable. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6 inches in diameter. Particle sizes larger than 3 'inches should be ' excluded from the top 1-foot of fill. The moisture content of the fill material should be adjusted as necessary for proper compaction. Suitability of On -Site Materials as Fill Most of the site work will consist of excavation along the eastern portion of the parcel for the daylight ' basement, and local excavation on the western portion of the site for the front yard and driveway access. During dry weather construction, any non -organic on -site soil may be considered for use as structural fill, provided it meets the criteria described above in the structural fill section and can be compacted as ' recommended. If the material is over the optimum moisture content (typically 2 to 4 percent above optimum) when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. ' The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. In general, the ' near surface native soils on the site were observed to consist generally of silty, gravelly sand. It may be necessary to moisture condition these soils prior to use as structural fill, particularly during dry weather conditions. The deposits of predominantly silty sand deposits encountered on the site should be considered highly moisture sensitive. CUT AND FILL SLOPES Temporary cut slopes (foundation and utility excavations) may be necessary during grading operations. As ' a general guide, temporary slopes of 1.5H to IV (Horizontal to Vertical) or flatter may be used for temporary cuts in the upper one foot to 7 feet or more feet of loose or medium dense fill or native soils. Steeper temporary slopes in the dense to very dense soils may be used. For planning purposes, a 1H:1V ' slope may be used for the dense to very dense till or silty sand soils, typically encountered at depths below about 1 to 7 feet bgs at the project site. These guidelines assume that all surface loads are kept at a ' minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant ' soil moisture or seepage occurs. 1 ADaPT Engineering, Inc. [1, F 1 1� L n 1 Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 7 BUILDING FOUNDATIONS The following foundation recommendations are presented for conventional spread footings bearing in suitable native soils, or for footings supported by structural fill, placed above suitably prepared native subgrade. For structures which can bear on medium dense .or denser granular native soils, or on structural fill compacted to at least 95 per cent of the appropriate MDD in accordance with ASTM D-1557, we recommend they be supported on shallow spread footings. In general, footings founded on undisturbed medium dense native soil or on properly compacted structural fill can be designed using an allowable soil bearing pressure of 2,000 pounds per square foot (psf) for combined dead and long-term live loads, exclusive of the weight of the footing and any overlying backfill. Where footings are founded directly on the undisturbed dense to very dense glacial till, bearing pressures may be increased to 3,000 psf for the combined dead and long-term live loads. These values may be increased by one-third for transient loads 1 such as those induced by seismic events or wind loadings. We recommend a minimum width of 18 inches for isolated footings and 16 inches for continuous footings. All exterior footing elements subjected to frost action should be embedded at least 18 inches below the lowest adjacent exterior grade. Interior footings for heated spaces should penetrate at least 12-inches below finished grades. We recommend that any disturbed soils in the footing excavations be removed, or if practical, recompacted prior to concrete placement. All foundation subgrades should be examined by a representative of ourfirm to verify adequate bearing surface preparation prior to placing concrete. In areas where the shallow soils consist of uncontrolled fill or otherwise unsuitable, organic -rich, soft/loose, or over -optimum in moisture content, we recommend that the unsuitable material be removed and recompacted if practical, or replaced with structural fill as described previously. Where unsuitable soils or old fill material extend to or occur at depth and overexcavation is impractical, we recommend that foundation support be extended through the unsuitable or old fill material, if present. This is typically accomplished with deepened footings or by extending the footing stem wall. We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, with differential settlements between comparably loaded footings of -inch or less. Settlements will occur essentially as loads are applied. Disturbance of the foundation subgrade during construction could result in larger settlements than predicted. According to the City of Edmondq the slopes on the site are not considered "sensitive areas'. As such, sensitive area setback criteria are not applicable to the site. 11 1 ADaPT Engineering, Inc. Mr. Juergen Kneifel W A00-3474 February 3, 2000 Page 8 FLOOR SLAB SUPPORT 1 Slab -on -grade floors should be supported on native soils or on structural fill prepared as recommended. We recommend that floor slabs at the site be underlain by a 4-inch thickness of uniformly graded gravel or sand containing no more than 3 per cent fines to provide a capillary break. The capillary break material ' should be placed in one lift and compacted to 90 percent of the MDD. The capillary break material should be connected to a suitable drain outlet to provide an exit for any accumulated seepage. A vapor barrier, such as a polyethylene liner, is also recommended. A thin layer of "clean" sand may be placed over the vapor barrier and immediately below the slab to protect the polyethylene liner during steel and/or concrete placement. A subgrade modulus of 250 kcf (kips per cubic foot) may be used for design. We estimate that ' settlement of the floor slabs designed and constructed as recommended, will be '/z-inch or less over a span of 50 feet. LATERAL RESISTANCE ' Lateral loads may be resisted by friction on the base of footings and floor slab and as passive pressure on ' the sides of footings. We recommend an ultimate coefficient of friction of 0.45 be used to calculate friction between the concrete and dense native soil or compacted structural fill. Passive pressure may be determined using an equivalent fluid weight of 300 pcf (pounds per cubic foot) above the water table. This assumes that structural fill is placed against the sides of the footings and that the top of the fill is confined by either a concrete floor slab or pavement. A safety factor of 1.5 is conventionally applied to these values. RETAINING AND SUBGRADE WALLS Retaining and/or subgrade walls can be supported on shallow footings founded on medium dense or denser ' native soils or structural fill, if properly prepared. Footings bearing on at least medium dense or medium stiff native soils or structural fill as described above can be designed using an average allowable bearing value of 2,000 (pounds per square foot) psf with a maximum toe pressure of 3,000 psf. Lateral loads on ' conventional retaining structures founded as described above may be resisted by fiiction on the base of the wall footings and as passive pressure on the sides of footings. We recommend using an ultimate coefficient ' of friction of 0.45 to calculate friction between the foundation and native soils or on structural fill. For the condition of a horizontal ground surface beyond the wall, the passive pressure may be determined using an equivalent fluid density of 300 pcf. This assumes that the footings are cast "neat" against the cut, and that 1 ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 9 any fill soils around the wall are placed and compacted as structural fill. A safety factor of 1.5 should be applied to these values, for sliding and overturning. The lateral active soil pressures acting on reinforced concrete retaining walls depend on the nature, density and configuration of the soil behind the wall. We recommend that walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf for a level back -slope behind the wall. This pressure is based on backfill placed within 2 feet of the wall being compacted by hand -operated equipment to a density of 90 per cent of the MDD and consisting of clean sand or sand and gravel. The recommended pressure does not include the effects of surcharges from surface loads, or the surcharge effects of a slope above the wall. For the conditions of a 2H to 1V slope above the wall, a 50 per cent increase in horizontal pressures would apply. As an alternative to conventional concrete retaining walls, the use of segmented concrete walls with geofabric or geogrid reinforcement may be considered (i.e., "Keystone" - type walls). Such walls have the advantage of economy over cast -in -place walls, and are especially attractive where site grades will be raised, as the grid/fabric can be included progressively in the structural fill as site grades are raised. If such walls are considered, they should be constructed in accordance with the manufacturer's recommendations and specifications. We recommend that retaining wall footings founded near fill slopes be a minimum of 2 feet in width and have a minimum 2 feet of embedment. Adequate drainage behind any retaining structure is imperative. We recommend that a drainage system consisting of a minimum 18 inches of washed sand and gravel with less than 3 per cent fines be placed along .the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be installed behind the wall to provide an outlet for any accumulated water. The drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil or otherwise sealed. ROCKERIES If rockeries are to be used on this project, we recommend that a setback for foundation elements be provided for all structures. We recommend that building limits in these areas be located at or behind a point such that a slope inclined at 1H:1V extended upwards from the base of the rockery would not encounter any foundation elements. We recommend that all rockeries be placed in accordance with current City of Edmonds specifications and be limited to the restrictions stated therein. A copy of the typical rockery design and construction requirements is included in Appendix C of this report. Rockeries should be constructed only with sound, durable rock. Drainage provisions and building and parking setbacks are ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 10 provided in local codes and standards. Depending on the rockery location and application, reinforcing material and select fill behind the rockeries may be required. Although commonly used in the northwest, it should be noted that unreinforced rockeries are actually landscape features rather than engineered retaining structures. Their primary function is to provide a facing for otherwise stable slopes and to protect them from erosion and sloughing. As such, the materials in a rockery face cut slope should consist of relatively dense strata. It should also be realized that rockeries, even when they are properly constructed, will require occasional maintenance. Therefore, rockeries should be located so that they are readily accessible for a contractor's equipment should repairs become necessary. PAVEMENTS Pavement subgrade areas should be compacted as previously outlined, except that the minimum compaction achieved in the upper 2-feet below pavements should be compacted to 95-per cent of MDD, in accordance with ASTM D-1557. SITE DRAINAGE All ground surfaces, pavements and sidewalks at the site should be sloped away from the structure. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and or catch basins, and conveyed to an appropriate discharge point. Roof drains for the structure should be tightlined separately from footing drains. Footing drains should be installed adjacent to all exterior footings. The footing drains should not be connected to the roof drain system until sufficient gradient will prevent roof water from entering or surcharging the footing drain. Drains should also be provided behind all retaining or subgrade walls. Driveway/sidewalk surfaces should be sloped such that surface water runoff is directed away from the structure, and where appropriate collected and routed to suitable discharge points. Surface water should not be allowed to discharge over steep slopes. All stormwater should be collected and routed via tightline to an appropriate discharge point. ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 11 LIMITATIONS We have prepared this report for use by Mr. Kneifel, and members of his design team, for use in the design of this project. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during. construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. When the design is finalized, we recommend that the design and specifications be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. ADaPT Engineering, Inc. Mr. Juergen Kneifel WA00-3474 February 3, 2000 Page 12 Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No other conditions, express or implied, should be understood. Respectfully submitted, ADa1PT Engineering, Inc. C�2 >, Charles C. Cacek Senior Engineering Geologist Kurt W. Groesch, PE Senior Geotechnical Engineer EXPIRES 6/15/!�[I KWG/ccc Enclosure: Appendix A - Figures Appendix B - Test Pit Logs Appendix C - Snohomish County Rockery Detail ADaPT Engineering, Inc. APPENDIX A FIGURES B IA i. , t�y��„, t'4t0 ��.,';/'•� '�-I ,ram 1�y��i -�•,�\ • s � � (�`, aril �� ,� ,� -�--- � �" ti ariy�a lEiea,ch � • _ Y �..�.... ,- ;:�.�.� Of it f ,L..�. f 1 •� R j _ IT: E it NI) ♦ mot"` � - . 4 9 } i 1' i— t /- " I "I- /• e�,/' , / �. `. / } .. it p (� + '•.� ch . in � _ •' �'=` r� I ! ` tt. .b'Ct if /: � t • 1 t � � �I, .�� I } : , 'f _ 9 Roc �. O� h ✓ �:- � :..a �2ri�t !N+'9rtc ��,•�' .� � ' ...j, � qua , : � 1 ,,��ao�N .;�. � ' - /•. `'i` its _ .. . FEET o �Om r000tn Printed fromTOP01 ®1999 Wildflower Productions www.t o.com ADaPT Engineering, Inc. FIGURE 1 - Location/Topographic Map 800 Maynard Avenue S., Suite 403 Location : Kneifel Property 157xx &72nd Avenue West Lot "C" Seattle, Washington 98134 Snohomish County, Washington 98026 Client : Mr. Kneifel Ph : 206.654.7045 Fax : 206.654.7048 Date : 1 21 00 Job # : S—WA-00-3474 ADaPT Engineering, Inc. TEST PIT LOGS TEST PIT LOG ADaPT Engineering, Inc. 800 Maynard Avenue South, Suite 403 SEATTLE, WASHINGTON 98134 TEL:206.654.7045 FAX:206.654.7048 PROJECT : Kneifel PrOrarty Job Number: WA00-3474 Test Pit No.: TP-1 157xx &72nd Avenue West Snohomish County, Washington 98026 0"�,� 0 cc W a LU i m MATERIAL DESCRIPTION Loose, moist to wet, gray, silty gravelly fine SAND, some cobbles (Fill) -------------------------------------------- Very dense, moist, gray. silty. gravelly fine SAND, some cobbles to 9" diameter (Glacial Till) TESTING 5 Test pit terminated at 7 feet depth. No seepage or caving observed 10 15 LEGEND V Static Water tam at Ddelrrp ® Water BWnp DATE 7DATStatic Water Lerel 5 Bucket Semple 1� 0 Bap Sample'I 6uNtat Water Seeme lrxkaW Patched Qrourtdxrater �� — Page 1 Cq 1 a . Drilling Start Date Inuvu unning uompr.nc-p uare : inuuu Loggea tsy : truc ADaPT Engineering, Inc. TEST PIT LOG 800 Maynard Avenue South, Suite 403 SEATTLE, WASHINGTON 98134 TEL:206.654.7045 FAX:206.654.7048 PROJECT : Kneifel Property Job Number: WA00-3474 Test Pit No.: TP-2 157xx &72nd Avenue West Snohomish County, Washington 98026 O a a K oh .9$ co MATERIAL DESCRIPTION Loose, moist, dark brown, silty fine SAND, some gravel (Topsoil) -------------------------------------------- Medium dense, moist, tan/gray, silty, gravelly fine SAND, some roots -------------------------------------------- Very dense, moist, gray, silty, gravelly fine SAND, some cobbles (Glacial Till) TESTING 5 Test pit terminated art 8.5 feet depth. No seepage or caving observed 10 15 LEGEND I V static water e'a at orl" ® water Bearing DATE DATE static Water Lael Bucket Semple 1000 g Bag sample water seepage Indicator Perched Groundwater Page : 1 of 1 ' a Drilling Start Date 111L/UU VnINng VWnPIeliOn UaLtl . - I/ Iejuv Loggeo Dy : VVV ADAPT Engineering, Inc. TEST PIT LOG 800 Maynard Avenue South, Suite 403 SEATTLE, WASHINGTON 98134 TEL: 206.654.7045 FAX: 2 X.664.7048 PROJECT: Kneifel Property Job Number: WA00-3474 Test Pit No.: TP-3 157xx &72nd Avenue West Snohomish County, Washington 98026 0 o F. w ¢ $ m MATERIAL DESCRIPTION Loose, moist, brown with black, silty gravelly fine to medium SAND (Fill) -------------------------------------------- Medium dense, moist, oxidized brown, silty, gravelly fine SAND, some cobbles -------------------------------------------- Dense, moist, grayish -tan, silty fine SAND with some gravel and cobbles TESTING 5 10 Test pit terminated at 9.5 feet depth. No seepage, some caving in upper 4 feet 15 LEGEND V Staae water level at Drilling® Water Bearing DATE DATE Smtk Water level S � Budmt Semple 1000 p � Sample Perdtea Groundwater ` �1� Water seepage lndka r Page 1 Of 1 jj V a Drilling Start Date 1/12Joo unning uomplenon uaie : 1/17Jo0 Logged sy : ccc ADaPT Engineering, Inc. APPENDIX C TYPICAL ROCKERY DETAIL LEGEND: S NNCM TO 4 INCH QUARRY SPALLS FREE of ORKLANIO WNTN IEBS THAN S PEACENT FANS (SILT AND CLAY PARTICLES rAS41*0 THE NO. toe NESH $EVE) ORWACE SEAL. MAY COMM or MPERVKXM SOL OR A FINE FREE DRASSNO GRANULAR VATERtAL. SOT" OVER FLIER rASRW_ OR LEAN CONCRETE UNCISTURSIO ►ON NATIVE SOU. DESIGNATES SIZE Or ROCK REOUEIEO K 4 NAM. MHMMRO 4 WON DIAMETER tPQXRDRAI N PPE COWOF&ra TO • SEC11ON 7.01 OF THE WSOOT/A►WA SPfpFICATKINS, SUCH PON SMALL IE SEflOEO ON AND SIR ROLWM BY a MCM TO 4 NON QUARRY SPµLO AS DESCRIBED ABOVE. PAVNO 1WM>YIE Imam" NOTES: L WLXMW NCLINATIOR Or THE SLOPES ASOYE AND StlSin ROC"ASS SHOULD BE 21 1 "NWNTAL:-VMTI0ALX 1. ISNMUM TMSCKMESS OF ROCK FLTER LAYER S - /s NCHES. L WNNUM EMSE06WCT D - 12 WOWS UNDISTURSEO NATIVE SOIL OR COWACTEO FLL PLACED St ACCORDANCE WT" GKOTECHNCAL REPORT RECOWMINDATIONS. 4. ROOKERIES GREATER THAN S FEET IN 1EIONT'TO SE INSTALLED UNOER PERIODIC OA MAL TIN OSSINWATMN OF THE OEOTECNNICAL ENOWER. L ROCK SMALL aE PLACED TO ORADUALLY DECREASE Et an W" WOREANN0 WALL "DOMT IN ACCORDANCE WITM THE SEOTEO OAOAL E4NGMW@ RECOM ANDAYMML a. UNRRA WIDTH OF KEYWAY EIICAVATKIIN, W. SMALL SE EOUAL TK THE TMBCKKESB OF TIE BASAL ROOK (AS DETERMaW Sy Tft SSOTECHNK:AL ENOMWG 0909 ) PLATS S. 7. THE LONG DIMENSION or TW ROCKS SMALL EXTEND ►ERMHOICULAR TO TMN ROCK PACE TO PRDV= IMAKSMIM STASEJTY. a. RMO SHALL SE PLACED TO AVOO CONTNOUS JoNr PLANES N VERTICAL OR LATERAL DIRECTIONS, EACH ROCK SMALL BEAR ON TWO ON MORE ROCXB BELOW UT, WffN 0000 RLAT•TO FLAT CONTACT. Snohomish County Public Works Snohomleh County. wa/Mnpton 6-180 ROCKERY DETAILS - NATIVE CUT HT. OVER 4 FT. 1440 1 SIIE APPXOXIMATE WT . Los A►PMCXJMAIE DIA. I MAN Be . I" fE' 1S• ! MAN moo - 70e W - !0. ! JIAN no - "" tS• - 94• 4 MAN 2000 - 4000 20• • 4e S MAN "go • "le µ• . M• S MAN Sell • logo SI• • aw 890 TOM 8eC11On 6-21 Approved by: County Rend Engineer �Z Date k�m LEGEND: S MCH To • MCH OOA my SfALLe Kd rn OFOM ND ORGANICS. WITH LRSB TWA FB1M;[MT TMeB (SlT AMCLAY FARTI m FA= T. Me AMSH ORVU COIO"M BTNJOTIRAL ILL OYBIWULD OOWACM TO AT LAST SBR OF MAIIMM OITY C`VWV AS CITO M MM BY ASTM O-M4t}7S. ® COMFAOT70 *,cYw4AL iLL coowTm OF PM-MAPOK *"AM -"MR MM MA7 MAL WITH A MAIIMIIAI NIB OF 4 MOM M SHOULD COWAN NO Mon THAN 7 reftom pflt 'M*rA*6V ASCVn COMACTFO TO AT LIAST b PPROM1T OF ASTM D-iM7.7e MASBMAM Caw". OIMBMATBe on of Poem AlouB1B16 L.. ♦ MALL McYAA . OM CMAMETe11 OM MMAIN MFl ,,,Y Cowa fiNG To SSO110H 7.01 CIF TK "MBOOTIA MA VICFIOATH ML SUCH Mg SHALL BB BSOOBD ON AND UWJMtPNM eY S MCH TO M Wa OOAMT WALLS AS Oeii 000 ABOYL NOTES. t ALL RL MALL OE PLACID M TNN wTS NOT EAIon Me S MCIMS N LOOfi TISCRWAL RAON LATH MALL 1W DOM/ACTM To No LISS THMI N FBMCOIT of MAIA" OBIT v"WTY. AB 0"a1Wldo N ASTM bps"-74 PKXeI W FRoCTOAt' L TNXMOMM OF Cat e1MD FLIM 110CK LAVM k BNAU eB MO U" THAK ! MCIMS. L CUM OF MARA" OF BASAL IAYIR OF Qotl. D. MNIL SE MO USe TRAM it BMS" L LATt71AL 11ITt7Ir OF ALL OVOMetO, LO, SHALL NOT ea flee TW►IS N FMT. L MROM M NADTM OF MBYMAY tMCAYATIOM. M. SHALL Be %O AAL TO TM rIBCMIM" of M BASAL ROCK (Ae BfrVkV D eY M GKOTMCHNOAL MONMBI'e V&Swq KUB i S. WMBAE A90UM1006 "TOM FAYMe TO ROC"RT FALL See T•:t 3eotton 0.21 AA Snohomish County Public Works Snohomish County. we/hrngton Approved by: 6-190 TROCKERY DETAILS - FILL NT. 8 FT. AND LESS (2� County Road Engineer Dole i CITY OF EDMONDS A 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT .Ih c. 1 g90 Planning • Building • Engineering February 6, 2006 Silver City Construction Jamie Schwartz P.O. Box 1417 Mukilteo, WA 98275 RE: Permit #2005-1100, 15715 72nd Ave SW Request to Exceed Driveway Slope of 14% Dear Mr. Schwartz, GARY HAAKENSON MAYOR This letter is being sent in response to your request to exceed the maximum allowed driveway'slope of 14%, dated August 8, 2005. Review of the submitted letter and site plan indicate that site constraints prevent you from maintaining less than a 141/o driveway slope: With your current proposal for a driveway slope of 19.5%, there is approximately 425 cubic yards excavation for the driveway alone. As the total,quantity of excavation for the house, driveway and lot exceeds 500 cubic yards you have already been required to comply with SEPA as well. It is understood that it would not be possible to achieve less than a 14% driveway slope without a significant amount more of excavation on the site. For these reasons, it is found reasonable to' allow a maximum driveway slope of 19.5%. Please call the Engineering Inspection line at 425-771-0220, ext. 1326, to schedule your driveway, form inspection, prior to pour. If you have any questions regarding these requirements please feel free to contact Jeanie McConnell at 425-771-0220, ext. 1338. Sincerely, DON FIENE�'P.E. ASSISTANT CITY ENGINEER U jm Vc. Street file Permit #2005-1100 Incorporated August 11, 1890 • Silver City Construction, Inc. P. O. Box 1417 Mukilteo, WA 98275 August 8, 2005 Dave Gebbert, City Engineer City of Edmonds, 121 Fifth Av. N, Edmonds, WA 98020 Subject: Request for driveway slope of 19.5% as 15715 72"d Av. SW Dear Dave, rw yA AUG 08 2005 BUILDING DEPARTMENT CITY OF EDMONDS I am writing to request permission to construct the driveway for this single family home at 17.5%. This number is based on centerline of driveway from existing grade, which J may come up slightly, depending on elevation of sidewalk. My reason for this request is because of site conditions. The further back on the lot the steeper the topography becomes. I have pushed the house back to 40 feet from the front property line in order to accommodate this difficulty of topography. The further back you go on this site the more dirt would have to be removed, unless the house is raised the further back it is pushed. Raising the house while pushing it further back, would not accomplish the purpose of reducing the slope of the driveway. My calculations show that, under the plan which I have submitted, I will be excavating 424 cubic yards. &IW Al" . I hope that you will be able to grant the request for an increased driveway slope to 17.5% for this site. Vln � Sin rely, "� Jamie Schwartz President, Silver City Construction, Inc. 206-50,1-5490 (mobile) 425-353-1668 (fax) 7-7-Of PLANNING DATA NAME:_c 7�Kna A4 SITE ADDRESS: 15715 . 7Z "^ A_-c. c% DATE: `3 A / Z—; 7/ 23iG, ZONING: (LS- Z PLAN CHK#: Oi - o I S PROJECT DESCRIPTION: CORNER LOT (Yes/No) FLAG LOT M (Yes/No) SETBACKS: Required Setbacks: Front: 7-5� Left Side: 1 °' Right Side: 10' Rear: Zs' Actual Setbacks: 'bk ; 31 lv'ront:Left Side: 4-0- Right Side: 10'Rear: 9- 0r reet map checked for additional setback required? a� - 4s, (Yes/No) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED No (Y/N) LOT COVERAGE: I5.?4 Maximum Allowed: 35 9- Actual: BUILDING HEIGHT: Maximum Allowed: 25' Actual Height: --� Datum Point: Datum Elevation: U f,M r v,,,4,. A.D.U. CREATED?: N" -h o•� .h bac�u„r b� u rug„ ,s o,Sat. SUBDIVISION: i7 - K5 16r G CRITICAL AREAS #: CA -99-219 ff4w� - „o s,,r �j ' b w Sv1.tr cd �1cll - (s�•ir.�, r Des n� •+A.ccc Ad v-e Q 5bpt, {�"" Svrkaxr 3/r9 . _ SEPA DETERMINATION: Z ct .�A' 14 �is,,,yt 9♦Ti i 4� p q/z _ ' na h('P"�s • LOT AREA: 95' -'t ILL 13,34S13 ?—� OTHER: � ,c; .3' ,,- mry ,nwf malh rh r or °.Mc, �,.lacs Iola,. a r ��j �"�yl-t^kt�n C1�.�,.., `�'+ ryla 1��••`'� 1 a1- - +� u-w"�4'+ (�l�A� or %ar- r�cti.—b,�.�.lv;�.t Plan Review By: c .Ades\permit\^plandaLdoc 15715 FRONT 3-CAR GARAGE % !' ' �'--C►OOF� 3 �j-��h2 1 I " SDR-35 SEWER PIPE I BE ,4" C/O @ GRADE 1•� C/O PROPERTY LINE ----------- ---------------------------------- TEST TEE @ —SS- - —SS - -SS - Srr— - s9— - s - ss- 72ND AVE W �� of ED* CITY OF EDMONDS SIDE SEWER AS —BUILT ADDRESSi PERMIT tj' 15715 72ND AVE W NO. ENG20060207 CONTRACTOR, HOMEOWNER, SCALEi XXXXX SILVER CITY CONST NTS DATE INSPECTED, INSPECTED BYi DATE DRAWNi DRAWN BYi At 1890 09-08-2006 JH 1 08-08-07 1 J.TRIEU cry f�d� SHILETI-ILE DEPARTMENT OF BUILDINGS PER INTERNATIONAL RESIDENTIAL CODE SECTION R110 AT: 15715 - 7210 Avenue W .Building Permit M 2005-1100 Occupancy established by this certificate: R3 Dwelling Units1 1 No. Stories: 2 Basement: N/A:?':r;" Type of Construction: VB t Owner of. building:dSiWer.;City onst�iiction�ilnc The Sinale Family Residence at 15715 - 72"°7AMWi e W has l;eenxiiispectedkand approved complying with the requirements of the 2003 edition of the lnternajional Residential Code as adopted jby therCity,fo.cth group and division of occupancy and the use for which the proposed occupancy ip classified. ' Issued this 7th day of May, 2007 Chief Building Official By: Any change of ocfupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. b J Al CITY OF EDMONDS WATERLINE AS -BUILT ADDRESS: PERMIT 15715 72ND AVE W NO- BLD20051100 CONTRACTOR: HOMEOWNER: SCALE: NOT GIVEN JAIME SCHWARTZ NTS DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY: 8-02-06 E. SIBREL 8-07-06 I. ABILA EX 09 7A RE 71110,rZN'ED- CS 5A (71RZ- IV RE 273.84 1E 265 94--b I" EA' C9 4A AF 263.47 1E 258 Ex • Fx- OH/ 0)7- F EX Q? 5' DR010 4' RE 259. PpEsr OF Ex n? IF 252.1 EX. 01? , TA RF257,Y4 1E 254 0, Y (IN,) IF 253. RT (OUr) 11ERWAL CZ?5AND GIiTTER' 5' CONC WALK 11� I CLI-4 A 113- J, 20 0 Ex ss m// 290 RE 282.26 2 EX C9 5,4 - ....... ADd .. R-E.-MI-257.168 .... ............................IRE .. 2-74-4-7 ...... I .............................................................. ...... ....... ....... .... ................ .................................... .. ....... ..................... ........... ; ........ 7,;P4 - 7, 0 * -f ......... ....... ...... I ...... AbV ... Rif ... ro .. 2-74.49 .................................................. 290 ►/ -z . ..... ..... ... 1: ..... ........... RE ... 28A..O.T . .................... .... .......................... ...................... ........................ i ....... .........A,041. .. A F - TO 2-81- -1- -2 ........................ ........... ............... ......... ............ ............................ 63RA 9E ......................... ......................... 280......... ....................................................... ............................................................ . .. . . ....... ....... .......... .......... . ..........................80 .............. ...................... C 9 .. 4A ............... ....... ........ ..r ..... 1A . ..... .................... ........................ . ........ . ................................ .................................................... ...................... =. a . ........... . ....................... ... . ...... A ....... ................ ..... ................................ ...... .. ......... ....... ................ ...... . .......... .......... ......................... ........................... ................................... ...... . ..................................................... (Z�, Z.,u .... .................................. ..... ............. \ . ... . ......... z .. \--ADil; ... RE ... r0-261-90 .................. ................................................... ....................... ............................................................ - T ....... .... ............ .......................... ''I z ........... ....... .............. ....... ................ ......................... .... .. . ............. ....................... 5Y ... t79 .. 9A ... (90HIM9 .... ............................................... ..... . . .... ........ 11, S.. ...... ....... .... ............ .................................... ..... .... ........ . S .. ..... ... 2. ............ ................... ................ .............. . ............... ...... ................. ................. .. RE Iw.. - 270 ................. ::::: :: �-= . ...... . . ....... . .................................. . . ....... ... ......... ..................................... ..................... ......... ........... ........................ ................................ .. ........... ... . �tz- RE-727-256,J9, 260 .... . ............. ..... ........... . 70-29-6-5-5 ......... ............................. .. ... ............. ......................... rn - - A23 ..... ......... ....... . . ....... ............................................................................... ............................................................................... ...................................... ........ ............... .................. ................................................................. 260 ................ ...................................................................... ......................................................... .................. .. . ....... .. ........................................... ............ ............................................................................... ............................................................................... ...... ............................................................................... ........ .................. . .......................................... ............................................................................... ........ ......... .... ..... ...... . .. ............................................. ............................................................. . ................ ............................................................................... ............. ........... ... ...... 250 ........... ............................................................................... ................ 0*00 0-1-50 4100 --250 17 1-7L50 00 2-1-50 J*00 29 45'vc P.4 W.&ZVr PRORL Z SCALE f 2/7' MATHEW & NATALIA ALLARD N." PROPOSED OOU9LELo SRI 111/6 IF AV, e79wo vo ig, SHORT tOZ A T 112. 7077' -51-1Eo 284 4. �17 - - - - - - - - - - - - N It Z) ZY.Z 4+ Moo, 121" /1 u/v, O i 2e, IT 4') \ S, 13,627 sq. ft4l L 284. JO CE49,4 FL .4 GARAGE 0 5' CURB I-Wd -d1T .................. .......................... .... 57 ................. ................................. 3 .................. ...... t ............. J. ........ .. ............................................................................ 280 =====3� 280 ......... ..... \ ..... 0 .... urm . ..................................................................................................................... A(O-R)7,f PRIW CA - Eg 2EIL SCALE- I" - 10' 15569 GIST EXPIRES 3-15-06 GARTH &LYNNE OLTMAN J A `14 288 291.75 \11\' 4, 1 1 4 1 17 N vfA- RONX 1000 !N5 2865 146" ecoAp- (00'r ?^ ; t o, y 1 :\� - 0. - `��^,�_ -_ -'y am' "�c- \ `�� \ 'Ex SSIVA-1 jV ---------- 1,zj ORE 310.60 )AZA 1E 304.07 It I 272.0 )ov pp A V IV-0.5", IF Ily 99 wo -.09, j01T 6V ,.7 17-6 2 �� \` w� N N 89W0275-C 14757' > 'ARD- R. LEWIS F, r PIA I ED% 44 4 < 4 L Y, IWA)( 1101GH 8 N 4 N ZG jo.? 0 % R00110Rr WALL It Holl N, MAX. HEI-01-17- 8" RESIDENCE EXCEPT/ON 4 g L r NORTH va GRAPHIC SCALE 0A64AN,� %\ RAILROAD 71 RETAINING WAIL ------ 0. 10 '20 40 ► A(8999'4j4-;F 077' w _.;PRO f 1 20 N % Soo 5 gg;toi22" W 15,7 :F5a5:*1 741' .27" Fw 2.98 0 SIV 2-,OJ 6 4 270 2,704 `ROCffERr WALL ;MAX. 11EI-GAIT —8 'A -.4 272.2.57 hZ L tR4 OLj I A f FIFO pia-Fzlol� t 4 \3 'd 41 LOT A d A. V HOIJSE FLOOR EZEV t 0A CANII 272.75 t VICINITY MAP 156 St SW no scale JL -4 S7 2 mmj��7 St SW 0) 160th St SW 161 St 40. 0 R,4Y 00 245' uo 0000 ow 5' WALK w 00 00 15 22',4SR1-1A1-7'P4k7NG rf 00 ---------------- - - - - - - - - - - — N A SCALE I" - 5' 270 ................................................................................................................................................ I .......... GARTH &LYNNE OLTMAN J A `14 288 291.75 \11\' 4, 1 1 4 1 17 N vfA- RONX 1000 !N5 2865 146" ecoAp- (00'r ?^ ; t o, y 1 :\� - 0. - `��^,�_ -_ -'y am' "�c- \ `�� \ 'Ex SSIVA-1 jV ---------- 1,zj ORE 310.60 )AZA 1E 304.07 It I 272.0 )ov pp A V IV-0.5", IF Ily 99 wo -.09, j01T 6V ,.7 17-6 2 �� \` w� N N 89W0275-C 14757' > 'ARD- R. LEWIS F, r PIA I ED% 44 4 < 4 L Y, IWA)( 1101GH 8 N 4 N ZG jo.? 0 % R00110Rr WALL It Holl N, MAX. HEI-01-17- 8" RESIDENCE EXCEPT/ON 4 g L r NORTH va GRAPHIC SCALE 0A64AN,� %\ RAILROAD 71 RETAINING WAIL ------ 0. 10 '20 40 ► A(8999'4j4-;F 077' w _.;PRO f 1 20 N % Soo 5 gg;toi22" W 15,7 :F5a5:*1 741' .27" Fw 2.98 0 SIV 2-,OJ 6 4 270 2,704 `ROCffERr WALL ;MAX. 11EI-GAIT —8 'A -.4 272.2.57 hZ L tR4 OLj I A f FIFO pia-Fzlol� t 4 \3 'd 41 LOT A d A. V HOIJSE FLOOR EZEV t 0A CANII 272.75 t VICINITY MAP 156 St SW no scale JL -4 S7 2 mmj��7 St SW 0) 160th St SW 161 St 40. 0 R,4Y 00 245' uo 0000 ow 5' WALK w 00 00 15 22',4SR1-1A1-7'P4k7NG rf 00 ---------------- - - - - - - - - - - — N A SCALE I" - 5' 270 ................................................................................................................................................ I .......... I .................... GARAGE-' .2 ........... -0-5�!-01JA79 .. .... *-R;.,V ...................................................... ......................... . ........... or, ...................................................................................................................... I SCALE- I" — 10' ......................... ................... . ................................................................................................................................................................................................................................................................ 1..uRtraut- 270 27040 270 ......................................................................................................................................................................................... ............................................................................................................ ....... 5-� - czIRg... ---RX-jV .......................................................... I.J. olp .......... ........................................................................................................................................................................ ............. -5-0-1 �W,44A . ...................... ............................................. ........................................................................................................................................................................ 260 9.( 272. RAILROAD 7,T LEGEND RETAINING WALL ny 2-176 7 )D FIRE PLUG 9W 298 leg M WATER VALVE qo - SANITERY SEWER MANHOLE ROCKERY. HIAZI-' MAX. I-10GI-17- 4" 0 CATCH BASIN -0- UTILITY POLE POWER VAULT 93 WATER METER -50-Z17-y— loRlw-CA RRO,09-wr SCALE` / " — 10' �OIVAL SILVER CITY CONSTRUCTION PO BOX 1417 MUKILTEO, WA 98275 (206) 501-5490 RECEIVED JUL 0 8 2005 PERMIT COUNTER 701 (m 0 160t_hPl SW CD �� `�� S� 111kil A PRELIMINARY Sm!"REET P`LAN -17.nf.ND AVENUE WEST, EDMONDS PIERICH INC. ENGINEERS AND CONSULTANTS O. TIETZE AND ASSOCIATES,