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1132 VIEWLAND WAY.PDF
11111111111 14536 1132 VIEWLAND WAY ADDRESS: 11 3a V I vVV LaAA U-)l TAX ACCOUNT/PARCEL NUMBER: 41WOO fCi BUILDING PERMIT (NEW STRUCTURE): c;)0 & L/9 9 COVENANTS (RECORDED) FOR:_ CRITICAL AREAS:— (%Q O 44- DETERMINATION: ❑ Conditional Waiver [Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: ll 12:42 LO SCALED PLOT PLAN DATED: 021 RIO / SEWER LID FEE LID #: SHORT PLAT FILE: 6 _6 5 - ) -7 LOT: &?, BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S).#: GEOTECH REPORT DATED: Li / 0 STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DSTs\Forms\Street File Checklist.doc #P20 OF EDA 0 �-� �o City of Edmonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 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 the application to the City. The purpose of the Checklist is to enable City, staff to determine whether, any potential Critical Areas • are, or may be, present on the subject..property.,_ The information needed to. complete the. Checklist should be easily available from observations of the site or data available at City 'Hall' (Critical areas inventories, maps; : or soil • Date Received: 1 co LC) is City Receipt #: � (7 7 5 Critical Areas File #: VOO E5- D 11,9 Critical Areas Checklist Fee: . $135.00 Date Mailed to Applicant: 8 —2_ 9"a A property owner, or his/her authorized 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 surveys). information (e.g', site .plan, :topography map, etc.) or studies in conjunction with this. Checklist to assistant staff in completing their preliminary assessment of'the site. The undersigned applicant; and his/her/its heirs, and assigns, in consideration on the processing of the applieation agrees to release, indemnify, defend and hold the City of 'Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or. infraction based in whole or: part upon ;false,. misleading,., inaccurate or incomplete information furnished by the, applicant, his/her/its.agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file s app e f of the owner as listed below. SIGNATURE OF APPLICANT/AGENT DATE Property Owner's Authorizat' By my signature, I certify that I h6ve authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials -and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posti attendant to this application. SIGNATURE OF OWNER DATE -7I/ 'S %U�'� Owner/Applicant: Estate: -:of :MohzCQ Hill., 3 ' ?- Name - 1128 Viewlan'dWay' - Street Address Edmonds, WA 98020' City State Zip Telephone: Email address (optional): Applicant Representative:.. PMA Develo.pingnt. Services, LLC :Name 19400 33rd Ave.-W., Suite 200 Street Address Lynn*66d, WA 98036 City State Zip Telephone:' 4 2 5— 7 7 5 —15 91 Email Address (optional): #P20 .. Areas Checklist CA File No: �-��lei Critical e Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: 1128 Viewland Way 2. Property Tax Account Number: 00548900001905. 3. Approximate Site Size (acres or square feet): ± 34,605.0 4. Is this site currently developed? _X yes; no. Ifyes;howissite developed? One single family residence 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15 (a vertical rise of 10-feet over 'a horizontal distance of 66-feet). X , Hilly: slopes present on site of more than 15% and less than 30% (a. vertical .rise of 10-feet over.a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: No-.Approx. Depth: N/A 7. Site contains areas of seasonal standing water: No Approx. Depth: N/A What season(s) of the year? 8. Site is in the floodway_ No floodplain No of •a water course. 9. Site contains a creek or an'area where water. flows across the: grounds surface? Flows are year-round? No Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ; shrubs - ; mixed urban landscaped (lawn, shrubs etc) X . 11. Obvious wetland is present on site: No ------ __:__w_____------------_-----�� ----'For City Staff Use Only, 1. Plan Check Number, if applicable? N Me A 1.V�iV► 2. Site is Zoned? 3. SCS mapped soil type(s)? % Gl 11(mlm o d VV 0 A*1 I tt V f5 5 l- S Lo pc 5 8' Q1t" 6Andr l 1 dUM 11-21 '!miloP_- 4. Critical Areas inventory or C.A. map indicates Critical Area on site? Ye, 5 ► -d 5. Site within designated earth subsidence landslide hazard area? N 0 — h L t + b IAA J d I'll DI c i (A l -h vy) (A f,yl rn l d c hewy Y) i vi A -Hoy, y DETERMINATION x �tUZ�t�li STUDY REQUIRED WAIVER Reviewed bv: Y!M AIVAi b4514 /kl Date: Critical Areas Checklist.doc/3.25.2004 CITY OF EDMONDS CRITICAL AREAS RECONNAISSANCE REPORT Site Location: 1128 Viewland Way Tax Acct. Number: 00548900001905 Determination: Study Required Determination #: CA-2005-0119 Applicant: PMA Development Services, LLC Owner: Estate of Mona Q. Hill CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-2005-0119) During review and inspection of the subject site, it was found that the site may contain or be adjacent to an Erosion Hazard Area pursuant to Chapter 23.40 of the Edmonds Community Development Code (ECDC). GENERAL CRITICAL AREAS REPORT REQUIREMENTS Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal., If a specific development proposal results in an alteration to a critical area the critical areas report will also contain a mitigation plan. You have the option of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study., You may also choose submit the entire study with your specific development application. • Please review the minimum report requirements for all types of Critical Areas which are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). • Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance.' There are options on how to complete a critical areas study and an approved list of consultants that you may choose from. You may contact the Planning Division for more information. • General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. STUDY REQUIREMENT — EROSION HAZARD AREA It appears that this property contains or is adjacent to an Erosion Hazard Area. • Erosion Hazard areas include Alderwood and Everett series soils on slopes of 15 percent or greater. among others. • Landslide Hazard Areas are further defined in ECDC 23.80.020.A. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Erosion Hazard Areas (which are one of the Geologically Hazardous Areas) are provided in ECDC 23.80.050. • Note that Stable Erosion Hazard Areas may have limited report requirements at the director's discretion. At a minimum an erosion and sediment control plan prepared in compliance with the requirements in ECDC Chapter 18.30 shall be required. DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS Development is restricted within an Erosion Hazard Area. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer or other qualified professional. • Development standards are given in ECDC 23.80.060 and 23.80.070. ALLOWED ACTIVITIES Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you have any questions about whether your proposed development qualifies as an allowed activity, please contact a Planner for more information. . EXEMPT DEVELOPMENT PROPOSALS Certain development proposals may be exempt from Critical Areas Requirements (ECDC 23.40.230). If you think that a specific development proposal may be exempt, contact a Planner for more information. Gina Coccia, Planner IMAAAPLI August 26, 2005 Name, Title Signature Date NOTE: Cited, sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at-www.ci.edmonds.wa.us. 2 E AS W' SIR E/P P/P PRIVATE ROAD CITY OF EDMONDS SIDE SEWER AS- BUILT r ADDRESS: PERMIT 1132 VIEWLAND WAY NO ENG20060572 CONTRACTOR: HOMEOWNER: SCALE: XXXX XXXX NTS DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY: NOT GIVEN J. McCONNELL 1 5/15/07 I. ABILA r PLANNING DATA 11 STREET FILE Name: PMA pev-clO rV►t'. it yr.-rVI'GGS Date: 11 • y0• ?e00(0 Site Address: h d Way Plan Check #: BLD-2006- Gj Project Description: NtW Off-• Reduced Site Plan Provided: ( ES / NO) Zoning: jz 5 Map Page: y5+ Corner Lot: (YES / O) Flag Lot: (YES /L.J Critical Areas Determination #: Q Study Required GSA • 7-OD T• d It 9 ❑ Waiver C 6ilt Tvr `GAP i5klo" J SEPA Determination: WJA IGSL4-Fo r 3 000 Gyd 5 W1 &hori- p l ai-. ❑ Exempt AC1dW cWM redu(tc cl Needed (Requires: 1 Fee, 2 Environmental Checklist, and 3 APO List with notarized form). Re aired Setbacks St et: 25 .1 Side: (O i E Side: ( p i W Rear: y5 , S Actua/.Setbacks Street: ,L �- Side: 1-4Side: d Rear: 5 ❑ Detached Structures: YiOV1e G�,V10W V1 . Rockeries: L sj'-fyDyV1 (21-•qW GX © Fences rellises: ,p,X • 6jVIo W✓i a W 9 C,Q Sf ❑ Bay Windows/Projecting Modulation: ❑� Stair Deck rneehip e-I'b Gt c.l�- ?iv► d+ h Parking Required: 7— Oring Provided: 3 Lot Area: �!}I (p[E1 (,J 5 ��s&!LL-0--jC overage: '�. (p•� • 1 �• �.� Lot Coverage U 5-0 h 0 u `-�� Calculations: �}�-� t{J pp�, Pam,} -•I• a cf u,k, Gdt� Buddin Height Datum Point: Nail Wi V W A K d Datum Elevation: Maximum Height: 2 J L' l0 • -:pq) Actual Height: ADU Created: (YES / la �' %1 't Lv tjy 4, Subdivision: 5 — y p 0 5 .- ( ' 1• ( Lot ,W y) ( FP j a Ce 5 tc• � Legal Nonconforming Land Use Determination Issued: (YES I F09 Other., �}: ZlS•5 0 21' -?6; M0,)( Plan Review By: 9LW C.1.Iffl ,cr APPROVED AS NOTE® �>ET�t�1Tr.oN S4S'T� WtTt� R�! ENGINEERING T Poer-, S-os-ti L FILE _a._At_ml SIREET � 55� �t M � RV ou • D F- T*Ile; < .�� u0w�,p - t s L'ar. STAu. ► Sp `—'----- W APPROX. LOCA 0 OF NEW FH — PA M4.7 L (L.'2,q �fif z 4" STO Z A AFTER FIELD RIFF 3�!�/Vo• O QD 1���� N MAILBOX WIDENED v N N <3 ' 8„ W ( ECORD) �r;a _ N� , N C-l(X1AS�fc-a �r N B9.38',7" W J SPHALT\PAVEMENT 3 00 N 3 3 1 � W bss.00, i t I WL N D A 1413 Q v w 9 PAC ¢ "C 218 , ter° �ua L %) 11NL' V N 151bw L Q RIMS ° " ..n . N . /Vs w L� ✓ ¢ IV=2 40 Y '4 17t�3'/J S _ � —A �-Zfl� cc lxV L � I 20 220.00 FG 3 '?i•. ��'v �,. ° � 1 0 6�- LIJ Its, 0 cc ..75%D S S'" `� �%CALE: 1"=20' O a: �v } -s' U OD t !J uw & RIM= 5 i 1FOV�Iw��LJ� 119�.1r'{}, '; I o m --rw-4 n - I y `'�a.. C8 1 o give, �oT Lyi1 o z7 OTE: W r w w F'E,,v F ui I' ROCKERY/WALL NEF. �b • cc 1 DRAINS SHALL NOT % - i�/5•U U CONNECTED TO THE STOf� I' I N ,ori r? 2a D ZO o` DETENTION SYSTEM -C13 I/( 'r°rJ - 22k•5 a. � cn o N 4 .4- 4S?.f w z o U oc G t r J RIM=219<5 ` �,__,__.I-►SN Y �a l �,. o 22` 4 %iA, 2 y•�gi.pa73 O INV-217.p, I�O 224.0 owooF— ? 01 2 Vi _ 15,708 sq. ft. F' CO W , it F,G -3 t - '� BSMT FF=220 I � N cN.,�/�9�Fd12�1j.1�j?�A O v� O i~ — \MAIN FF-230 I N N 17'/)'�4L , oy l�`l a CC d'- rn 1 11w .'�� o 2 6, C4 3 i I '1� t o U- \ 224.0 Fc (. RIM 22 .0. 0 0 2 RIbh�2 L_— — INV 22 0 o I o (•� 2�5.0 V=21Z.�4� C%�22�N.L)'� � Z Yf�f�o 2215. FG ??R ( NO� w Q N bRf4F S=IM-218 0 ? �I EX. ISTE ULVERT/DtT H N JPQG 5' - \\ ° 1 DRAINAGE TEM TO OdPIC x37 RIVA Pt�IVaTE`YARD AVE SHA E UNDISTUff�ED 1 SEWER E SEMENT DAAI JI (�; 1 1 do HALL �E AINTAINED'�Y N 2LOT0 F \ 1� 1 AD CENT PR PERTY O Rt + w LOT 2: 38'N4" SIDSARR STUB 02X MIN. 1 1 1 ( x �n N 2.0 1194.66 W� 5 1 X. 36"0 CI E IINV7212.81 11 1 OP=223.'� 0.o Fc I NV=222.2 N ,'NE L: \ / ?�e Z2o I N V= 219.58,r .. —' Lw cn �� 0054890041 �y S t N MARION FRIS pC ^ 195.0 (0 N L 31.0 EX. SSCO #208 MA AI�'PLA7 fninT cni inml NSTAC[.ED ERO ION CONT$ C3 � Lor 2 5P "t-s-od -172 PLOT PLANNPMA 11.3,.2- WEWLAND WAY H DOM, ;P^4 Dglvlat . Lovell -Sauerland & Associates, Inc. i� Engineere/Surveyors/Plannere/Development Consultants e—mail: infooluengineering.com • web: isaengineering.com i' J 0 A OftW..�� a 19400 33rd Avenue T., Suite 200 •Lynnwood, AA 98038 (426)776-1591 (425)872-7998 fat J 00611-8 C88CM DATE P.B. SCAIZ pu E NO. 3 �1 J JPO 12.21.06 486; P.10 1 "=20' 4804JAN p0 O FEB 0 2 2007 WATER & SEWER BUILDING DEPARTMENT } ECY OF EDMWIDS WofD"INSPEC710NS REQ D CALL 425-771-0220 EXT. 1226 �NT�RC.�PTOR DRA�tNS p DrtGNf���►� S T IGEET FILE >s au,liz.�Drz �C'te?ct�4- APPROVED AS •------ —�'3Y kl�IIaIIVCC! O N 8 '318" W (ECof 9'38'17" W �186.00' I N mate; .�.1ZK. MAJV i— N 00 E 51 -pLffN iZ b �J SPHALT\PAVEMENT� 3 OO N CV 3 VIE LANP WAY- \ \ Au I 95 —218 ,i29 y191 1 °a Ile I 1 \218.0 FFG 2 0.0 FG \ I %� 6 FG ( �� AL- r20.00 FG 3 — 1 I 'L� �' I '�� / .. 20.00 \FG �X n/ x ''•• 6`j G ode'' `j;,K,' tl.D .. \ \ i SCA = 0' I „ F 0000 x^ r z. M �) ( �o�sE \ \\ \ ► wo Q ui Ll 1 E 2 d v J 1 /�Td>• 1X M $ o I 1 � •'; ,ICTEr B.2 .D � I � \ \ .. a 1 c^c V � Cr I226� ` � EX STING HOUSE 4.0 F� \ k � \ •1 Y 2 �1 I y TO\ of 1 LL) J , . , . ,15 708 sq. ft. I 1 0 C iQ BSMT FF-220 1 N cN,� o u w C41:4 x? A x s T \MAIN F1F=230 N N co IN 2 6� z ��� 1 RY LL & FOOTING rC %- G EGA 22a.o Fc / RAI S LL NOT BE 2 n ON C TO THE STORM — — — x — (( ETE 110 YSTEM 2 . A?, D� 220.0 Fc?r l NO1�: \ , 1 S ?? EX. CISTEF ULVERT/DITCH I6x- T/As ��' ° \ \ DRAINAGES TEM TO OLYMPIC AVE SHALLE E UNDISTURBED 1 & ALL $E AINTAINED BY AD CENT PR PERTY OWNERS. \ 220.0 F 61?ftefl To \ \ 1 1 I o $RSE R T \ \ 1 ( x X. 36" 0 CISTERN \ ' I OP=223.98 1 NV-222.28-4"NE 220 �20,o Fc I 1 NV-219.58-4"W A 00548900001906 O —— So N MARION FRISCH �J5.0. 331.0 �X. SSCO #208 `ti (NOT FOUND) GRADING PLANNPMA 113 2., W EKAND WAY .a/ji 14 e, MOM Lovell— Sauerland & Associates, Inc. L�m Engineers/Surveyore/Plannere/Development Consultants e-mall iafo®lsaeaglneering.00m web: laaeaglaeeriag.com 19400 33rd Avenue W., Suite 200 • Lynnwood, RA 98036 • (425)776-1691 • (425)672-7998 fax GIN CiBtC[® DATE T.B. said PBi N0. Eg 0 12.21.06 486; P.10 1 "=20' 4804 . JAN 0 9 2007 FEB 0 2 2001 } SGILDWNO DEPARTMIENT BUILDING DEPARTMENT CITY OF EDMONDS CITY OF EDMONDS LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science December 14, 2006 Mr. Mike Arnim STREETFILE PMA Development Services, Inc. 19400 — 33`d Avenue West, Suite 200 Lynnwood, WA 98036 Dear Mr. Arnim:`' •,.... Subject: Geotechnical Investigation Proposed Single -Family Residence' 1128 Viewland Way Edmonds, Washington L&A Job No. 6A 166 INTRODUCTION We have completed a geotechnical investigation for the site of the proposed subject single-family residence, located at the above address in Edmonds, Washington. We understand that the site is Lot 2 (or the east lot) of a two -lot plat. The general location of the subject site is shown on Plate 1 — Vicinity Map. The purpose of this investigation is to characterize the subsurface conditions of the site and provide geotechnical recommendations for grading, slope stabilization, erosion mitigation, surface and ground water drainage control, and foundation design and construction, etc., for the proposed development of the site. Presented in this report are our findings and recommendations. PROJECT DESCRIPTION A set of civil engineering design plans for the proposed residence was provided to us for use in this investigation. According to the site plan of this set of plans, as shown on Plate 2, the terrain generally slopes down gently to moderately westward across the site. A new single-family 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 C r Deceniber 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 2 residence is to be constructed in the middle of the site, to be accessed by a paved driveway from Viewland Way which bounds the site to the north. The residence will be a wood -framed structure with a day -light basement underneath. It will be supported on perimeter concrete foundation walls, interior bearing walls and beams and columns. The construction of the residence will require cut up to about 8 to 10 feet deep within the footprint of the residence and along the east side of the driveway, and fill up to about 8 feet thick along the south and eastern boundaries of the site. A concrete retaining wall will be constructed along the west boundary of the site to support fill embankment and a rockery wall up to about 8 feet tall will be constructed along the east edge of the driveway to line a cut bank. SCOPE OF SERVICES Our scope of services for this study comprises specifically the following: 1 Review the geologic and soil conditions at the site based on a published geologic map. 2. Visit site and observed soil conditions exposed on cut banks already excavated on the site. 3. Perform necessary geotechnical analyses, and provide geotechnical recommendations for grading, slope stabilization, erosion mitigation, surface and ground water drainage control, and foundation design and construction, based on the geologic conditions of the site shown on the geologic map and the soil conditions observed on site. 4. Prepare a written report to present our findings, conclusions, and recommendations. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 3 SITE CONDITIONS SURFACE CONDITIONS The subject site is a rectangular building lot bounded by Viewland Way to the north, and adjoined by a newly platted lot to the west and single-family residences to the south and east. It has a 95 lineal foot frontage along Viewland Way and is about 165 feet deep. The subject site is situated on the mid -slope of a moderately -steep, westerly -declining hillside. The site has already been cleared and with minor grading in some areas. A residence used to occupy the site had already been demolished, with a footprint pit under that residence exposed near the southeast corner of the site. Minor excavation had also occur along the toe of a slope on the east side of the site. The original terrain within the site generally slopes down westerly across the site at grades from about 10 to 50 percent, with the steeper area along the toe of the slope along the east side of the site. The terrain under the current conditions consists of a gently sloped bench area over the interior of the site, with a moderately steep. slope above the bench area along the east boundary and another moderately steep slope below the bench area. This lower slope extends westward past the west boundary of the site down to the top of an existing rockery wall of about 3 to 4 feet tall which lines the east side of an existing paved driveway. GEOLOGIC SETTING The Geologic Map of the Eastern Half and Part of the Western Half QuadranglesWashington, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the geologic and soil conditions of the lot. According to this publication, the surficial soil unit at and in the vicinity of the site are mapped as Advance Outwash (Qva). LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 4 The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has occurred during the later stages of the Pleistocene Epoch and retreated from the region some 14,500 years ago. The Advance Outwash soil unit is composed of stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. Due to their generally granular composition, the Advance Outwash deposits are of moderately high permeability and generally drains fairly well. The Advance Outwash deposits are glacially overridden and are generally dense to very dense in their natural, undisturbed state, except the top 2 to 4 feet where exposed on slopes which may be weathered to a loose to medium -dense state. The Advance Outwash deposits can stand in steep natural slopes or man-made cuts for extended period of time when undisturbed. Where exposed on slopes with poor vegetation cover and subject to storm runoff or groundwater seepage, the Advance Outwash deposits can be gradually eroded and may slough and redeposit to a flatter inclination. The underlying fresh Advance Outwash deposits in their native, undisturbed state can provide good foundation support with little settlement expected for light to moderate residential structures. SOIL CONDITIONS We visited the site on December 12, 2006, to observe the soil conditions exposed on the cut banks within the site. The site is mantled by a layer of topsoil of loose, organic, slightly silty, fine to medium sand with roots, about 12 to 18 inches thick. The topsoil is underlain by a brown to light -brown layer of weathered Advance Outwash soils of loose to medium -dense, slightly silty, gravelly, fine to medium sand, about 2 to 3 feet thick. Underlying the weathered Advance LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 5 Outwash soils is a light -gray fresh Advance Outwash deposit of dense to very -dense, fine to coarse sand with some gravel. GROUNDWATER CONDITION Groundwater seepage out of the existing cut banks on the site was not noted during our site visit. The Advance Outwash sand deposit underlying the site at shallow depth is of moderately high permeability and would allow stormwater to seep through relatively easily. Stormwater infiltrating into the Advance Outwash deposits would perch on a fine sandy to clayey silt, low - permeability, soil unit. The depth to this perched groundwater should be at such depth that it would have little impact on the construction of the proposed residence. DISCUSSIONS AND RECOMMENDATIONS Based on the geologic conditions indicated on the above -referenced geologic map and the soil conditions observed on the site, it is our opinion that site is suitable for the proposed development from the geotechnical engineering viewpoint, provided that the recommendations in this report are fully implemented and observed during and following construction of the proposed development of the site. The topsoil and loose to medium -dense weathered Advance Outwash soils should be completely stripped within the driveway, the building pad of the new residence and in areas where the subgrade soils are to support structural or traffic load. The underlying, dense to very -dense, fresh, Advance Outwash soils are of high shear strength, and are capable of providing adequate foundation support to the proposed new residence and driveway. Conventional footing foundations constructed on or into the underlying, fresh, dense to very - dense, Advance Outwash soils or on structural fill constructed over these competent basal soils LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single=Family Residence L&A Job No. 6A166 Page 6 may be used for supporting the proposed new residence. Structural fill, if required for site grading, should be placed on proof -rolled, unyielding, undisturbed, dense to very -dense, fresh, Advance Outwash soils following the stripping of the surficial unsuitable soils. GRADING SEASON Based on the geologic conditions indicated on the above -referenced geologic map and the soil conditions observed on site, it is our opinion that the site is suitable for the proposed new residence from the geotechnical engineering viewpoint, provided that the recommendations in this report are fully implemented and observed in the design and construction of the proposed residence. The topsoil and loose to medium -dense weathered Advance Outwash soils should be completely stripped within the driveway, the building pad of the new residence and in areas where the structural fill is to be placed. The underlying fresh Advance Outwash soils are dense to very -dense, and are capable of providing adequate foundation support to the proposed new residence. Conventional footing foundations constructed on or into the underlying dense to very -dense, fresh, Advance Outwash soils or on structural fill constructed over these competent basal soils may be used to support the new residence. Structural fill, if required for site grading, should be placed on proof -rolled, unyielding, undisturbed, firm, fresh, Advance Outwash soils following the stripping of surficial unsuitable soils. The on -site surficial soils contain a fair percentage of fines, and are sensitive to moisture. They can also be saturated quickly and result in runoff and soil erosion over the steeper areas of the site during extended periods of heavy rainstorms. Interceptor trench drains or ditches should be installed along the uphill boundaries of the site, as required, to intercept and drain surface runoff LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 7 away from construction areas to minimize soil erosion and to facilitate grading and foundation construction work. GEOLOGIC HAZARDS AND MITIGATION Landslide Hazards The dense to very -dense, fresh, Advance Outwash soils underlying the site at shallow depth are of high shear strength, and have good resistance against slope failures. The site is mostly gently to moderately sloped. Therefore, the potential for deep-seated landslides to occur on the site should be minimal. Erosion Hazard The surficial weaker soils mantling the steeper areas of the site can be easily eroded if devoid of vegetation cover and overly saturated. Progressive erosion may result in shallow mudflows. To mitigate the erosion potential of the site, the vegetation outside of construction limits should be preserved. Unpaved finish ground within the site resulted from construction activities should be re -vegetated as soon as possible. Concentrated stormwater should not be released onto the ground anywhere within the site. Storm runoff over impervious surfaces, such as roofs and paved driveway, should be captured with underground drain lines tied to roof downspouts and with catch basins installed in paved driveway. Water collected by such underground drain line systems should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. Seismic Hazard The Puget Sound region is in an active seismic zone. The site is underlain at shallow depth by dense to very -dense Advance Outwash soils of high shear strength. There is a lack of LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 8 continuous, extensive, static groundwater table at shallow depth under the site. Therefore, the potential for seismic hazards, such as deep-seated landslides, liquefaction, lateral soil spreading, to occur on the site should be minimal. The proposed building, however, should be designed for seismic forces induced by strong earthquakes. Based on the soil conditions observed on the site, it is our opinion that Seismic Use Group I and Site Class D should be used in the seismic design of the proposed residences in accordance with the 2003 International Building Code (IBC). SITE PREPARATION AND GENERAL GRADING The vegetation within construction limits should be cleared and their roots thoroughly grubbed. The foundations of the demolished house on the site should also be removed. Topsoil and loose to medium -dense weathered Advance Outwash soils should be stripped within the building footprint, driveway and areas where structural fill is to be placed. The exposed surface should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled with a fully loaded dump truck or water truck. During construction, storm runoff, if any, should be intercepted with interceptor trench drains or ditches, as required, and conveyed into nearby storm inlets to minimize soil erosion and to facilitate site grading work. The storm inlets should be covered with a filter sack to prevent sediment from entering the storm sewer system. The on -site surficial soils contain a fair percentage of fines and are sensitive to moisture. A layer of clean, 4-to-6-inch-size quarry spalls should be placed over excavated areas and areas of frequent traffic, as required, to protect the subgrade soils from disturbance by construction traffic. Silt fences should be erected along the downhill boundaries of the site to prevent sediment from being transported onto adjoining properties or street. The bottom of silt fence filter fabric should be anchored in a trench ballasted with gravel. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 9 EXCAVATION AND FILL SLOPES Building footprint excavation for the proposed new residence would require cut up to about 8 to 10 feet deep. Under no circumstance should excavation slopes be greater than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should not be steeper than 1 H: l V in the surficial topsoil and loose to medium -dense weathered Advance Outwash soils and no steeper than 1/2H:1V in the underlying dense to very -dense fresh Advance Outwash soils. Permanent cut banks, if any, should not be steeper than 2H:IV. The soil layers and the stability of cut slopes should be verified by a geotechnical engineer during excavation. Permanent fill embankments required to support structural or traffic loads should be constructed with compacted structural fill placed over undisturbed, proof -rolled, firm, native, fresh Advance Outwash soils after the surficial unsuitable soils are completely stripped. Permanent fill placed over sloping ground steeper than 20% grade should be structurally supported. Sloping ground steeper than 15% grade should be benched with vertical steps not exceeding 4 feet after stripping of the surficial unsuitable soils and prior to constructing permanent fill embankment. The slope of permanent fill embankments should be no steeper than 2H:IV. Upon completion, the sloping face of permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -pack. The above recommended cut and fill slopes are under the assumption that groundwater seepage will not be encountered during construction. If groundwater seepage is encountered, the construction should be immediately halted and the slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Temporary cut slopes should LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 10 be covered with plastic tarps, as required, for protection against stormwater. Permanent cut slopes or fill embankments should be vegetated as soon as possible, and covered with clear plastic sheets, as required, to protect them from stormwater until the vegetation is fully established. STRUCTURAL FILL Structural fill is the fill that support structural or traffic load. Structural fill should consist of clean soils with particles not larger than four inches and should be free of organic and other deleterious substances. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soil that enable the soil to be compacted to the highest dry density for a given compaction effort. The on -site clean, gravelly, fine to coarse sand soils may be used as structural fill if their moisture content can be controlled to near optimum moisture content at the time of placement. Imported material to be used as structural fill, should be clean, free -draining, granular soils containing no more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not larger than four inches. Unsupported fill over areas steeper than 20% grade should not be allowed within the site. The ground over which structural fill is to be placed should be prepared in accordance with recommendations in the SITE PREPARATION AND GENERAL GRADING and EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D1557 (Modified Proctor Method) as follows: LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 11 Application Within building pad of new residence Roadway/driveway subgrade Retaining wall backfill Utility trench backfill BUILDING FOUNDATIONS % of Maximum Dry Density 95% 95% for top 3 feet and 90% below 92% 95% for top 4 feet and 90% below Conventional footing foundations may be used to support the proposed new residence. The footing foundations should be constructed on or into undisturbed, dense to very -dense, fresh Advance Outwash soils or on structural constructed on these competent basal soils. Water should not be allowed to accumulate in excavated footing trenches. Disturbed soils in footing trenches should be completely removed or thoroughly re -compacted prior to pouring concrete for the footings. If the above recommendations are followed, our recommended design criteria for footing foundations are as follows: • Allowable soil bearing pressure, including dead and live loads, should not be more than 3,000 psf for footings poured on or into dense to very -dense fresh Advance Outwash soils, and 'not more than 2,500 psf for footings poured on structural fill constructed on these competent basal soils. The footing bearing soils should be verified on -site by a geotechnical engineer after the footing trenches have been excavated and before the footings are poured. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 12 • The minimum depth to bottom of perimeter footings below adjacent final exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings below top of floor slab should be no less than 12 inches. • The minimum width should be no less than 16 inches for continuous footings, and no less than 24 inches for individual footings, except the footings supporting light -weight porches and wood deck. A one-third increase in the above recommended allowable soil bearing pressure may be used when considering short-term, transitory, wind or seismic loads. For footing foundations designed and constructed per recommendations above, we estimate that the maximum total post - construction settlement of the buildings should be 3/4 inch or less and the differential settlement across building width should be 1 /2 inch or less. Lateral loads on buildings can be resisted by the friction force between the foundations and the subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations. For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density (EFD) of 350 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral resistance. The above passive pressure assumes that the backfill is level or inclines upward behind the foundations for a horizontal distance at least twice the depth of the foundations below final grade. A coefficient of friction of 0.60 between the foundations and the subgrade soils may be used. These are unfactored values, and a proper factor of safety should be used in calculating the resisting forces against lateral loads on the buildings. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 13 SLAB -ON -GRADE FLOORS Slab -on -grade floors, if used, should be placed on firm subgrade soils prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no more than 5% by weight passing the No. 4 sieve. We recommend that a vapor barrier, such as a 6-mil plastic membrane, be placed over the capillary break to keep moisture from migrating upwards. ROCKERY A rockery wall about 50-lineal-foot long and up to 8-foot tall will be constructed along the east edge of the driveway entering the site near its northeast corner. This rockery wall is to line cut bank required for the grading of this driveway. Although rockery walls can provide some degree of retention capability, their main function is to serve as a protective facing to retard weathering and erosion process to the earth bank behind the rockery. To achieve a satisfactory rockery wall, the earth bank behind the rockery wall must be stable by itself on a long-term basis. In addition, the rockery wall should be constructed in a proper way to keep the earth bank remaining stable on a long-term basis. Based on the soil conditions observed on the site, it is our opinion that cut bank in the Advance Outwash soils will be able to maintain long-term stability if lined with properly constructed rockery. Our recommended design and construction of the rockery wall is shown on Plate 3. The cut bank should be sloped back at U4H:1 V in topsoil and loose to medium -dense weathered Advance Outwash soils and may be vertical in the dense to very -dense fresh Advance ,Outwash soils. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 14 Construction of the rockery wall should follow immediately after completion of the cut bank. The keyway trench for the placement of base -course facial stones should be cut into dense to very -dense fresh Advance Outwash soils capable of rendering an allowable bearing capacity of at least 3,000 psf, and should be free of loose disturbed soils or standing water at the time of rockery installation. The keyway trench should be at least 12 inches deep below the finish grade in front of the rockery wall and should be wide enough such that the heel of the cut behind the keyway trench is at least 12 inches from the back of the base -course facial stones. A drain line should be laid in the keyway trench behind the base -course facial stones to collect and drain away potential groundwater flowing toward the rockery wall. The drain line should consist of a 4-inch-minimum, perforated, rigid, PVC pipe or slotted, corrugated ADS pipe, wrapped in a layer of non -woven filter fabric and enclosed in clean, 1-inch-minus, washed gravel or crushed rock. The bottom of the keyway trench and the drain line should have sufficient slope (0.5 percent minimum) to generate flow by gravity. Water collected in the drain line should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. Rock material for rockery construction should be hard, sound, durable and free of cracks, fissures and other defects. Rock material of the existing rockery wall on site meeting the above requirement may be savaged for use in constructing the new rockery. The facial stones should be as nearly rectangular as possible. The construction of rockery should follow the Standard Rockery Construction Guidelines published by the Association of the Rockery Contractors. Facial stones should be stacked tightly against one another to minimize voids between the stones. Excessive openings should be chinked with smaller rock from behind. The facial stones of the rockery should be tilted back at a slope no steeper than 6V:1H. The rockery wall should be LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 15 constructed such that the facial stones of each successive course would firmly supported on stones of the previous course. A drain rock course, at least 12 inches thick horizontally and consisting of 2-to-4-inch rock spalls, should be placed between the facial stones and the cut bank in lifts as each course of the facial stones is completed. The purpose of the drain rock course is to retain soils in place while allow groundwater to bleed out. BASEMENT AND RETAINING WALLS Basement walls restrained horizontally at the top are considered unyielding and should be designed for a lateral soil pressure under the at -rest condition; while retaining walls free to move at the top should be designed for active lateral soil pressure. We recommend that a lateral soil pressure of 45 pcf EFD (equivalent fluid density) and 35 pcf EFD be used for the design of basement walls and retaining walls, respectively, with a level or descending backslope. For walls with an ascending backslope, a 0.75 pcf EFD per degree of the angle of backslope above the horizontal should be added to the above soil pressures. To counter the active soil or at -rest pressure, a passive lateral soil pressure of 350 pcf EFD may be used, except that the passive pressure within the top 12 inches of the finish subgrade should be ignored. The above passive pressure assumes that the backfill is level or inclines upward away from the walls. The above lateral soil pressures are under the assumption that groundwater behind the walls is fully drained. To resist against sliding, the friction force between the footings and the subgrade soils may be calculated based on a coefficient of friction of 0.60. The above soil parameters are ultimate values, and proper factors of safety should be used in the design of the basement and retaining walls against sliding and overturning failures. Basement walls or retaining walls may be LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 16 supported on footing foundations seated on or into the dense to very -dense, fresh, Advance Outwash soils, with an allowable soil bearing pressure not to exceed 3,000 psf. A vertical drainage blanket consisting of at least 12-inch-thick (horizontally) clean free -draining pea gravel or washed gravel should be placed against foundation and retaining walls to prevent accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. The remaining backfill should consist of structural fill constructed per recommendations in the STRUCTURAL FILL section of this report. The top 12 to 18 inches of backfill may consist of compacted, clean, on -site soils. The backfill material for the foundation and retaining walls should be compacted with a hand -operated compactor. Heavy compaction equipment should not be allowed within the walls at a horizontal distance equal to the wall heights. A footing drain, as recommended in the DRAINAGE CONTROL section of this report, should be provided for foundation and retaining walls. SLAB -ON -GRADE FLOORS Slab -on -grade floors, if used, should be placed on firm subgrade prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no more than 5% by weight passing the No. 4 sieve. A vapor barrier, such as a 6-mil plastic membrane, may be placed over the capillary break, as required, to keep moisture from migrating upwards. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 17 DRIVEWAY PAVEMENT Performance of driveway pavement is critically related to the conditions of the underlying subgrade soils. We recommend that the subgrade soils under the roadway be treated and prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK section of this report. Prior to placing base material, the subgrade soils, after stripping of surficial unsuitable soils, should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with excessive flexing or pumping should be over -excavated and re -compacted or replaced with a structural fill or crushed rock placed and compacted in accordance with the recommendations provided in the STRUCTURAL FILL section of this report. We recommend that a layer of 4-inch-thick minimum, compacted, crushed rock base (CRB) of 7/8-inch-minus crushed rock, be used for the driveway/parking area. The crushed rock base should be topped with 3-inch-thick Class B asphalt concrete (AC). DRAINAGE CONTROL Site Grading The on -site surficial fine-grained soils can be saturated quickly and runoff and near -surface groundwater may be encountered during periods of heavy rain. To minimize potential difficulties for site grading work due to storm runoff and groundwater seepage during construction, one or more lines of interceptor trench drain or ditch should be installed, as required, along the uphill sides of the site to intercept storm runoff and near -surface groundwater flow. Water thus collected should be drained into a nearby storm inlet covered with a filter sack. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 18 Excavation of Building Footprints Excavation of building footprint of the new residence, if encountering groundwater, should have the bottom of excavation sloped and ditches excavated along the bases of perimeter cut banks to direct groundwater seepage to flow into a sump pit from which water can be pumped out of the pit. A layer of 2-inch crushed rocks should be placed over firm undisturbed subgrade soils within footing trenches, as required, to protect the soils from disturbance by construction equipment and foot traffic. This crushed rock base should be built to a few inches above groundwater level, but not less than 4 inches thick. The crush rock base should be compacted in 12-inch lifts to a non -yielding state with a vibratory mechanical compactor. Runoff over Impervious Surfaces Storm runoff over impervious surfaces, such as roofs and paved driveway, should be collected by underground drain line systems connected to downspouts and by catch basins installed in the driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility Building Footing Drains A subdrain should be installed around the perimeter footings of the new residence to minimize accumulation of groundwater under the building. The subdrain should consist of a 4-inch- minimum-diameter, perforated, rigid, drain pipe, laid a few inches below the bottom of perimeter footings. The trench and the drain line should have a sufficient gradient to generate flow by gravity. The drain line should be embedded in washed gravel completely wrapped in non -woven filter fabric to within about 12 inches of finish grade. The remaining trench may be backfilled with on -site soils. Water collected by the perimeter footing subdrain should be tightlined, LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A 166 Page 19 separately from the roof and surface stormwater drain systems, to discharge into a storm sewer or a suitable stormwater disposal facility. Surface Drainage Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be constructed. Finish ground surface should be graded to flow away from the proposed townhome building. We recommend the finish ground be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the house, except in the areas to be paved. Cleanouts Sufficient number of cleanouts at strategic locations should be provided for the underground drain line systems. The underground drain line systems should be maintained periodically to prevent clogging. RISK EVALUATION STATEMENT The site is underlain dense to very -dense fresh Advance soils at shallow depth. These soils are of high shear strength in undisturbed native state. The key to maintain site stability for the site is adequate and proper erosion and drainage control. It is our judgment that provided the recommendations in this report are fully implemented and observed during construction, the areas disturbed by construction will remain stable and will not increase the potential for soil movement. In our opinion, the risk of damage to the proposed development and from the development to adjacent properties due to soil instability should be minimal. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 20 LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by the PMA Development Services, Inc. and their associates, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes and for compliance with the recommendations in this report during construction. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on geologic conditions indicated on the above referenced geologic map and the soil conditions we observed on the site, our engineering analyses, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. The subsurface conditions of the site actually encountered during construction may vary from those described in this report. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re-evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with the construction. LIU & ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 Page 21 CLOSURE We are pleased to be of service to you on this project. Please feel free to call us if you have any questions regarding this report or need further consultation. 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SINGLE—FAMILY RESIDENCE 1128 VIEWLAND WAY Geotechnical Engineering - Engineering Geology - Earth Science EDMONDS, WASHINGTON JOB NO. 6A166 DATE 12/12/2006 1 PLATE__L_ VIEWLAND WAY I NEW MAILBOX do WIDENED SWK PER C.O.E. #E8.6. _\..EW-W-RT_-GoB/GUTTER w T(APROA WY PER EMOVE O N #E12.6 ' �2"x 44'SD _ N NN 8'3 8" W ( ECORD)' 2 0 9'38 17 W - • • . vi" I ams vra�2cr UN7:1IN: [e •' • • • ly�r ��V£II 1}�S � �1o�t���j.��'9l1 j"�SV611H A. 1�..• J it } ;,(l r `�1,K(f } � � �IYA2�•Y �1 � tf�J R>T� ,� � �� �. � •• ..I.y , Ir. R 17r 'clstu7n '? SEE VfJj'i17{syi}'i`� A' •=rf otlL'�•. t � • 1 a a� ----------� INV=21 N NqY MAILBOX WIDENED SWML E� C.O #E8.6 O 184' / 12"SDR35 ®�16.8 N HALT PAVEMENT EX j OLE 4+001 REMAIN. R L CA - - --1 ri-tv t � kazzowl 1 HJ `7 =7' _ .../ram • • - . •% 1-''�'..�,'„'fr'i' " 1 i t`•7 • , ` 1 �• h ptr. 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Geotechnical Engineering Engineering Geology Earth Science 00548900001908 JERRY THOMPSON EX. 36" DIA CISil TOP=223.98 0 INV=222.28-4'NEB F0 INV=219.58-4"W I .9 SITE PLAN SINGLE-FAMILY RESIDENCE 1128 VIEWLAND WAY EDMONDS, WASHINGTON &P.Gk SLorE t.1 4? TH4,tJ 3. H = IV ►�onl-WOVEr�) 1 MA�c- , Con PAGj 0 j Or1-S17E� GjOILS FtLre (4 �YD�SDI Ga62r c. � � C, �rl P /i 1-o0-sE WCATN >7 1 /� SDILs Na STEt✓pep— TI {Ar•1 I/4 N : I V (� MAX• M 2" ro 4° .Ro&K STALL 12tt II DKAirJ �k COu�zs>: � MIN. _ DGrls1. To vErrZY pr;�ls� EXIST• � FI E To Co/a2SG 5��o Sous vEKT. _ ...... .... -,... CUT M10 PERFoR T&o, 12M (4. R I CVD, PVC- 62 '�,,LvT-ft;D _ A D 5 P 2 0• I� pi i� W (ln.PpGro — -'" -w � lrJ �la�l-WOVEr`I FILT'G(Z Fjd.V��l c. i NOTES: 1. Rockery construction shall comply with Standard Rockery Construction Guidelines published by the Association of Rockery Contractors. 2. Rock material shall be hard, sound, durable and free of cracks, fissures and other defects. 3. Rockery construction shall start immediately after earth banks and keyway trenches are completed. 4. Drain pipes shall be wrapped in a layer of non -woven filter fabric. Keyway trenches and drain lines shall have sufficient gradient (0.5% minimum) to generate flow by gravity. 5. Keyway trenches shall be at least 12 inches deep and free of loose soils and standing water. Base -course facial stones shall be placed on firm, undisturbed soils with an allowable bearing pressure of at least 3,000 psf. 6. Facial stones shall be as nearly rectangular as possible and stacked tightly against one another with their longest dimension perpendicular to the face of rockery and to minimize the voids between rocks. Excessive voids shall be chinked with smaller rocks from behind. 7. Each facial stone shall firmly supported on the stones below. Facial stones shall be tilted back at a slope no steeper than 6V:1 H. 8. Drain rock shall consist of 2-to-4-inch quart' spalls, placed in lifts after completion of each course of facial stones. ROCK SIZE AND WFIC.HT SCHFnl u F Rods Size Weight, Pounds Avg. Dimension, Ft. Small to Large 1-Man 50 - 200 0.75 - 1.25 Small to Large 2-Man 200 - 700 1.25 - 2.0 Small to Large 3 -Man 700 - 2000 2.0 - 2.75 Small to Large 4-Man 2000 - 4000 2.75 - 3.5 5-Man 4000 - 6000 4.0 - 4.5 LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology - Earth Science ROCKERY FACIAL STONE SCHEDULE Wall Height I Facial Stone Size H, Ft. Base Course Lower Third Middle Third Upper Third 4 S 3-Man L to S 2-Man L to S 1-Man L to S 1-Man 6 Large 3-Man Small 3-Man L to S 2-Man L to S 1-Man 8 Small 4-man Large 3-Man L to S 3-Man L to S 2-Man 10 Large 4-Man Small 4-man Large 3-Man L to S 3-Man TYPICAL ROCKERY SECTION SINGLE-FAMILY RESIDENCE 1128 VIEWLAND WAY EDMONDS, WASHINGTON r DECEIVE® Duane Bowman Director, Development Services Subject: PMA Development: App 2006-1189 Duane, JUN 2 7 2007 DEVELOPMENT SERVICES Thanks for your response. We understand and sympathize with the workload stresses of your office. We will continue to work with the developer to attempt to resolve remaining issues. We look forward to the City's review of permit compliance before the project receives final approval. We do have a question concerning the drainage way that parallels our property and the subject development. We have raised concerns about the treatment of this drainage way since the inception of this project and as far back as the short plat which created two new lots on the Hull property (S-05-172). We understand that the City views this drainage way as a private system and bears no responsibility for its functioning pre-existent to the on -going development which the City has authorized. The City responded to our concerns about this drainage way by stating the following: The City cannot require the applicant to replace the existing drainage way. However, the Stormwater Code restricts the applicant or any future lowners of the subject property from making any changes to the existing hydrology. If the drainage way is to be altered in the future, a permit must first be obtained and the drainage way would only be able to be altered if it would continue to serve either the same hydrology or it is improved. P. 7 of 10, File No. S-05-172 The drainage way, which previously functioned to carry a year round spring as well as stormwater and surface water runoff, has been completely obliterated as a result of permits issued by the City. The formerly well-defined swale, which paralleled our private road, has been eliminated as a result of City approved sewer connection activity and site grading. The site of the subject development has been completely re -contoured so that property, which originally sloped away from our private road, is now higher along portions of the road and will now direct drainage across our road. Piping to two cisterns, which have functioned without a problem for at least forty years, has been altered. Portions of the system have been buried or re -piped. New pipes have been laid to avoid a PUD vault. An electrical power protective pipe was broken in two places. One break still remains within this drainage way. Water was allowed to flow down hill from the upper pipe break for several days. This water traveled down hill through this pipe, emerging like a fountain at the top of an existing PUD power pole. We have maintained this drainage way for several years. We are working with the developer to resolve remaining drainage issues. We are certain that the obliterated drainage way will not function in its present form. It formerly conveyed a significant year round stream flow and an even more significant volume of sheet and stormwater flow during winter months. A neighbor at the bottom of the hill did experience flooding a few years ago. We made some alterations to the drainage system to resolve this issue. Now, because of the City's permit authorizations, we are looking at an obliterated drainage way. We are working with the developer to devise something satisfactory in its place. It would seem that the City has acknowledged a responsibility to confirm that the re -constituted drainage system will perform the same hydrologic function that was provided by the previous system. If the system does not function properly, drainage will be could be displaced to adjoining properties and potentially discharged across the surface of Olympic Avenue We look forward to the City's response and assistance. We would like a City inspector to assess this situation and make recommendations to the neighbors and the developer to assure that the City's permitting will leave us with a functioning system before the City signs off on this development. Sincerely, Greg Williams Mike Warden Dennis Derickson Jerry Thompson. /13a t h eWla nd Cci In�.1890 July 11, 2007 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Mr. Greg Williams Mr. Mike Warden Mr. Dennis Derickson Mr. Jerry Thompson RE: PMA Development, App 2006-1189 GARY HAAKENSON MAYOR STREET FILE Thank you for your continued attempts to resolve the remaining drainage concerns with the developer on this private issue. We will continue to review the development to ensure that it is in compliance with the City's ordinances, codes, and regulations. The following is in response to your concerns about the drainage requirement in the area north of your private access road. There was previously a four -inch corrugated single wall pipe carrying the drainage to the west along the north side of the private road. That existing four -inch line was in poor condition, being crushed and separated at different locations. The old system may have received maintenance on occasion, but did not appear to have had recent regular maintenance. The new system is still a four -inch pipe but is smooth wall, which will have more capacity than the original pipe. The new pipe is not separated and is connected to the two cisterns along the drainage way. As is required for the utility protection, the developer has piped the drainage away from the area of the new PUD vault. A swale has been graded along the north side of the road along much of the property. The Swale has not been completed past the PUD vault. The City has asked the developer to extended the Swale west past the PUD vault and to the west end of the property. The City is also asking that some check dams or rock be placed in the swale to slow down the water in order to reduce erosion. The re -developed drainage system will be an improvement in capacity and water quality over the previous four -inch patched together corrugated system. The City has requested improvements that should ensure the private drainage system will function better that the previous system. The City's inspectors visit the site on a regular basis and are continually monitoring and assessing the drainage system. Finally, the City of Edmonds will not sign off on the permit if we feel the new drainage system is not functioning as good as or better than the previous system. Sincerely, pe_�� r_a'r''\� DON FIENE, P.E. Assistant City Engineer c: JoAnne Zulauf, Permit Coordinator CADocuments and Settings\curtis\My Documents\Engsec\DEVELOP\PMA_Dev_Viewland_APP_2006-1189.doc Incorporated August 11, 1890 c;,+, r;+.. r r„1,..,>. r.,--- fnc.18)11 0 i CITY OF EDMONDS GARY HAAKENSO MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.oi.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT "TREET Planning •Building •Engineering ISLE December 7, 2006 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy Edmonds Fire Department Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Please be advised that the attached address has been changed in the Edmonds address system: 1128 Viewland Way is being retired due to demolition. 1132 Viewland Way will be the new address. Occupancy: R3 Tax ID Number: (for short plat): 00548900001905 Subdivision: S-05-172 Lot #: 2 If you have any questions regarding this letter, please contact me at 425-771-0220 or Zulauf@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Respectfully, JoAnne Zulauf Permit Coordinator Edmonds Building Department CC: PMA Development Corp. 19400 33rd Ave W., Ste 200 Lynnwood, WA 98036 L\Temp\DST's\Master Letters\New Address3/1/2007 • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Subject: Amendment to $EPA Dear Me. Coccla, Pie ase consider this letter our amendment to the short plat SEPA application, Plan Check #gLD-2006-1189. The total amount of grading. needs to be changed to 3,700 cyda, so that the 'foundation excavation for tots 1 &.2 are included in the estimate. Please call me if you. have any questions @ (425) 280-4874 Thank you, C. Michael Arnim PMA. Development Services LLC 19400 33n! Ave. W.. Sulte 200, Lynnwood. WA 98036 425.775.1591 425-672-7998 fax Isaengineering.com OF EUM • 4I% CITY OF EDMONDS q1215TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 ADDENDUM TO EXISTING ENVIRONMENTAL DOCUMENT Addendum to (check appropriate box) t9DNS ❑ EIS ❑ Other Description of current proposal: Grading of 3700 cubic yards in order to construct a new 2 lot subdivision and two single-family residences at 1128 Viewland Way Proponent: PMA Location of proposal, including street address if any. 1128 Viewland Way. Title of document being added to: Determination of Nonsignificance Agency that prepared document being adopted City of Edmonds Date document was issued_ April 17, 2006 Addendum: The above determination was made for the grading of 3,000 cubic yards. The proposal has since been revised and requires the grading of up to 3,700 cubic yards. Because the difference in grading will not significantly increase environmental impacts to the site, the prior Determination of Nonsignificance shall apply. Name of agency making addendum: City of Edmonds Contact person, if other than responsible official: Gina Coccia Phone:(42 Responsible offic Position/Title: Planning Manager Phone: 425.771.0220 Address: 121 51h Ave. N, Edmonds, WA 98020 Date: 2/22/07 Signature: WAC (4/15/98) C:\FILES\Reports\SEPA\SEPA Addendum Notice for PMA.doc 2/22/07 10, fE�� Certi' ' ate ofOccupa����"` DEPARTMENT OF BUILDINGS PER INTERNATIONAL RESIDENTIAL CODE,SECTION R110 AT: Occupancy established by this certificate: No. Stories: 2 •_�. -Building Pi R3 Dwelling U t� N/A E7, ":� Type of Co Ln.. ..a Owner of building: sQ: �'�;F XW The Single Family Residence at 1132 Vie �:, of the 2003 edition of the International Residential Code the proposed occupancy is classified. By: M 2006-1189 1 VB nspected and approved complying with the requirements group and division of occupancy and the use for which Issued this 18th day of October. 2007 Chief Building Official Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. jnc.189,3 April 25, 2008 STREET FILE CITY OF EDMONDS 121 5THAVENUE NORTH • EDMONDS, WA98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES, DEPARTMENT Planning • Building • Engineering Christopher J. Knapp, Esq. Anderson Hunter Law Firm P.S. 2702 Colby Avenue, Suite 1001 P.O. Box 5397 Everett, WA 98206-3345 Re: City of Edmonds - PMA Short Plat (No. S-05-172) Dear Mr. Knapp: GARY HAAKEN M OR I apologize for the delayed response to your letter dated November 5, 2007 regarding the status of the PMA development located to the north of your client's properties. The City has inspected the property for compliance with adopted city codes and regulations. City staff periodically checked the property over this past winter, which experienced significant rainfall events, and found no failures of the installed drainage system. There was a slope failure on the east side of the Lot 1 that was secured over the winter and was recently re -graded and hydro -seeded. The City declines your request to suspend or revoke the certificates of occupancy for the home located on Lot 2 within the PMA short plat. Even if ultimately proven true, the violations alleged by your clients apparently relate to the short plat approval, building permit and/or grading permits previously issued for this project rather than the certificates of occupancy themselves. The standards codified at Section RI 10.5 of the International Residential Code do not support revocation or suspension of occupancy certificates under these circumstances. Regarding your client's allegations regarding prescriptive rights regarding the access and drainage system, this is a private civil matter. The recorded short subdivision acknowledges the driveway encroachment and the drainage system and clearly identifies that they benefit to the properties to the south. Further the owners of Lots l and 2 are responsible for maintenance of the improvements. (See attached copy of the recorded short subdivision). • Incorporated August 1.1, 1890 • Christopher J. Knapp, Esq. April 25, 2008 Page 2 Please feel free to call me directly if you would prefer to discuss this matter further. Si.nderely, �uane4owrrYan Development Services Director Attachment cc: J. Zachary Lei] Jeannine Graf Jen Machuga • ' •. ^ i VEWLs1ND NEG TS I nm/ , I I I = ... 'D 30 es Z vOIl ME a I D i< T CL 77 EXCASED CONCRETE MONUMENT AP W 2' RR.SS C.TH r ^ I I I I Ev - �i1E AND J I I WAY I� -- - ------------- - - - - - - - - - - - - -----------I --- --- MEW -AND WAY k _ N 89.3426• W (R)�- -� ' N 69'36'I T' W-1e6.00' N 8978'17• W- - _- 228.25' --- I o N 30D0• r ? OO I F/ N .` I •_ ,� 145.00' '•SXISTING•J•It •�' _ _ __91.00� 5Q 95.00' .•\� SqON PIPE.. r •'(21'1K.k 0]J'.['• IN ROCK, SET WIN z N LEAD PLUG WIN ^'I _ WASHER NO'D. 22969 z �•'• ••..• `\ .... 20' PRIVATE DRAINAGE ] EASEMENT 01 TO I t o •` $ BENEFIT LOTS 1 AND 3 Lj o Lz1 Is J c t- • 2 j I_ G r ,. J8,98Q SF• 15,708 SF ......... r _ _I I ErIiTING•REBAR••' ., I EXISTING REBAR W1TN'PLjSI1C CAP 'RIM PLASTIC CAP NOD. 30450. . ' APPRtW(INATE LQDATION 22 % 37' PRIVATE i N0'D. 30450 ,. p,11' S DE UililTy yMES COR SANITARY 6EWLR• / 'OISTRIBLLTION EASEMENT EASEMENNT TO BENEFIT N 89'3817• W-1 AS.00' I PGA, QCC N0. 2324]q]•� ,LOTS 1 AND 2 , ,r IN PAVEMENT, EXSTING NAIL WTN WASHER NO'D, 30450 =I z vl EXISTING REBAR W1TN'PLjSI1C CAP 'RIM PLASTIC CAP NOD. 30450. . ' APPRtW(INATE LQDATION 22 % 37' PRIVATE i N0'D. 30450 ,. p,11' S DE UililTy yMES COR SANITARY 6EWLR• / 'OISTRIBLLTION EASEMENT EASEMENNT TO BENEFIT N 89'3817• W-1 AS.00' I PGA, QCC N0. 2324]q]•� ,LOTS 1 AND 2 , ,r IN PAVEMENT, EXSTING NAIL WTN WASHER NO'D, 30450 =I z vl I TAX PARCEL o I No. 00548900001912 " g I I 30 30' SIERRA STREET r L EX. CASED CONCRETE MONUMENT WT. 2-1/1• BRISS DOME WTH '%' AUDITOR'S FILE NO. Z00-70S1(40S2_53 --------------------- -� CALCULATED POSITION PER PUT OF HARBOUR NEW ESTATES. RECORDED IN VOLUME 45 OF PLATS, V) PACES 72 AND 73. m UNDER AUDITOR'S FILE NO. 8405035001. LAT 8 N n J, CL P rn m TAX PARCEL $ N0. 00548900001906 O R LOT A ¢ u PRIVATE INGRESS ! EGRESS EASEMENT 12 FOR THE ADJACENT PROPERTY OWNERS (REFER TO PRIVATE EASEMENT AND PRIVATE MAINTENANCE PROVISIONS BELOW) N 69'34'26' W-331w, 'IN PAVEMENT, SET NAIL 10' PRIy1E[J ' W1 PAVEMENT. NOB. 22969 PRIVATE INGRESS ! EGRESS EASEMENT /I ,� DRAWACE EASEMENT Yl FOR THE ADJACENT PROPERTY OWNERS <� 3 ^L • • rda %IE ADJACEB2• (REFER TO PRIVATE EASEMENT AND P•L �.o PRIOVI�TE Ci.SE ENPER s AND pAVIREFER �ATC z 8 Z L. PRIVATE MAINTENANCE PROVISIONS BELOW) •.3" z ,-04TENANCE PROyLS10HS BELOW) TAX PARCEL TAX PARCEL^\^ ' TAX PARCEL .• TAX PARCEL N0. 0054B90000191}' N0. 0111411-111*2 ' NO. OD54BP000OT90B .. •'� No. 005489OGDO1909 -•••. TRACT V ' .._.._..::••: .••::-. LEGAL DESCRIPTION PUGEi SOUND MACHWERY DEPOT iNE ACRE TF?Al S VOLUME 4 PAGE 47 ,_,• . • •••' ME WEST 331 PEET OF ME NORTH HALF '- -• '•"" " •' '^'•--•--••-•' ••'-" ''• Or EXCEPT MEOWESTFEET CT 19 13FEET LOT 19, Or ME N145 PRIVATE EASEMENT PROVISIONS ^'•. PUGET SOUND MACHINERY DEPOT FIVE ACRE TRACTS. ACCORDING TO ME PLAT THEREOF. RECORDED IN VOLUME 5 or PLA rs. .• ' '• PAGE 47, RECORDS OF SNWOWISH COUNTY, 01. PRIVATE DRAINAGE EASEMENT n ACROSS LOT 1, E ATING. HEREON( IS HEREBY RESFfVED fOR TWNQ C91 i[p TO TiIE-. •' OWNER$ Or LOTS 1 AND 2 FOR ME PURPOSE Di OPERATING. MAINTAINING, �R WASHINGTON. AND PCCWSYgUCTING STORM W FACILITIES TOG[MCR WIN TIN[ RIGHT 6 INGRESS AND EGRESS FOR SUCH PURPOSES. SITUATE IN ME COUNTY pF $NWO415H, S4A7E OF WA$HINGTW, 2, ME PRIVATE SANITARY SEWER EASEMENT (CROSS LOT 1. IS SHOWN HEREON, IS HEREBY RESERVED FOR AN4pRANTEO TO •'\ ME OWNERS OF LOTS i AND 2 FOR ME PURPOSE Or OPERATING, MAINTAINING, AMID RECONSTRUCTING SAMwY SEWER FACIUVE$. TOGETHER WITH ME RIGHT OF INGRESS AND EGRESS FOR SUCH PURPOSES. 3 PRIW BASIS OF BEARINGS N 0'10'30' E. AS MEASURED ALONG MONUMENTED CENTERLINE Of OLYMPIC AVENUE. BETWEEN MEWLAND WAY AND SIERRA STREET, PC ME PLAT Or NELSON ADIXION, RFWRDM N VOLUME 19 OF PLATS, PACE 69. IINOFR AUDITOR'S FILE NO. 1142466, RECORDS OF SHONOMIlN COUNTY, WA9 NGTW STATISTICS EQUIPMENT: TRIUBLE 56 ELCCTRWIC TOTAL STATION uETH00: FIELD MAVEHSE ACCURACY; C04F-S TO WIC 332-130-090 MONUMCNTS VISITED: 9.16.20n5 LEGEND + EXISTNG MONUMENT AS NOTED • SET PROPERTY CORNER, AS NOTED • ©• 1/2' X 74' TRW REDAR WITH PLASTIC CAP NOD, 22969, WLL BE SET AS COHSTUCTION IS COMPLETED M MEASURED COURSE AND/- OIMCNSION NA . COURV. AND/OR DIMENSION PER PLAT OF NELSON ADDITION (VOLUME 19 OF PLATS, PAGE 89) EVE - COURSE INO/OR DIWENSION PER PLIT OF EDWONDS MEW ESTATES (VOLUME A4. PAGES 203 AND 201) R - COURSE AND/OR DIMENSION OF RECORD PP - EXISTING UTILITY POLE �Y R TE INGRESS AND EGRESS EASEMENT ,1 AND /2 ACROSS LOTS 1 AND 2, AS SHOWN HEREON, ARE RCRN RCS[RVLTI' WE4 LI r FOR AND GRANTED TO 90 OWNERS OF ADJACENT TAX PARCEL NUMBERS 005{e900001912, OOSM900001913, Oe549990001902, 0054e9000p190e, OOSM900001909 AND 00lM900001906. A. PRIVATE DRAINAGE EASEMENT 92 ACROSS LOTS 1 AND 2, AS SHOWN HEREON. IS HEREBY RESERVED FOR AND GRAN1ip .10"• ME OWNERS OF ADJACENT TAX PARCEL NUMBERS D05AL900001912. 0054e9DODO 913, 00S489C0001902. 0054e90000t908, OOSA9900001909 AND 005482000019%. PRIVATE MAINTENANCE PROVISIONS ^' •• •^SFfORT SUBDIVISION 1. PRIVATE DRAINAGE EISEMEHT /1 ACROSS LOT 1. AS SHOW HEREON, IS FOR ME BENEFIT OF LOTS I AMID 2. ME OWNERS Or SAID LOTS SMALL BE JOINTLY AND EQUALLY RESPONSIBLE FOR ME MAINTENANCE, REPAIR, AND/OR RECONSTRUCTION Or ME DRAINAGE FACILITIES THEY BENEFIT FRCAI, 2. ME PRIVATE SANITARY SEWER EASEMENT ACROSS LOT 1, AS SHOWN HEREON, IS FOR ME BENEFIT OF LOTS 1 AND 2, ME OWNERS O< SAID LOTS SHALL BE JOINTLY AND EOUALLY RESPONSIBLE FOR ME MAINTENANCE. REPAIR, AND/OR RECONSTRUCTION OF ME SANITARY SEWER FACILITIES THEY BENEFIT FROM. 3, PRIVATE INGRESS AND EGRESS EASEMENTS NUMBERS I AND 2 ACROSS LOTS I AND 2. AS SHOWN HEREON, IRE FOR FINE BENEFIT OF ADJACENT TAX PARCEL NUMBERS 00548900001912. 0054e9000019t 1, DO5AB90D001902, 0054e900001906. 00548400001909 AMID0054e90a001906. ME OWNERS OF LOTS I AND 2 OF MIS SHORT PLAT (5-0l-1T2), SHALL BE MN%V AND EQUALLY RESPONSIBLE FOR ME MAINTENAMCE, REPAIR, AND/OR REDGNSTRLICTON OF NAT PORTION OF ANY DRIVEWAY IMPROVEMENTS LOCATED WI NH SA EASEMENTS. TOGENER WITH ME RIGHT OF INGRESS AND EGRESS FOR SUCH PURPOSES, 4. PRIVATE DRAINAGE EASEMENT F2 ACROSS LOTS I AND 2. AS SHOWN HEREON, 15 FOR THE BENEFIT OF ADJACENT uX PARCEL NUMBERS GO54s00000191z. 005489OODE1913. Oo5Ae900001902, aos4e9a00019oe. 0054e900001909 AND 0051 II000019M. ME OWNERS OF LOTS I AND 2 Of THIS SNORT PLAT (S-05-112), SHALL BE JOINTLY AND EQUIIAY RESPONSIBLE FOR ME MAINTENANCE. REPAIR, AND/M RECONSTRUCnON Or THAT PORTION OF ANY STORM WATER I -CURES LOCATED ATHM SAID EASEMENT, TOGETHER WM ME RIGHT OF INGRESS AND EGRESS FOR SUCH PURPOSES, FOR Pm` _•DEVEL•OPMENT SER (/ICES, LLC IN,NE1f4;- NEi%4, SECTJQN 24 T.27N., R,3E., W.M. .C�1TY-,QF; ED►AONDS SNOHQAIISFi ,COUNTY, •WASHINGTON CITY OF EOMQFIDS FILZ'Na- 5-05�172 IS ET 2 OF 2 L� „ Lovell-SaUeria'id- & Associates, Inc. Ehyineer8/SOrvcyore/pl6liner9/Development .Conyil Lmlp , e-mAil: in(RWA696tioeeTSQ[.cy9•^ 9e�liA<TKiDeeTin[.com 19400 33M 0eo9e T.. SWite 200 • L7Rlniood. lA 9R0,,1&: (1251'2'is-Lwi • (425)672-799e 1.r ORA9K I Cm= I DATE r.B. scME msA xo. KM JT.T. 0814,07 490.P1. r _ 40'-••NxgOA-O-05 ......15iECLARATION OF SHORT PLAT .,...;N Ow tkt;Y.NESf PRESENTS MN . PIA4, DCALOPMEWL SAERYGES, LLC. A WASHINGTON LIMITED LIABILITY COARRADRATCH, —E.(S)..F -F HERE'& DESCRIBED PROPERTY DO HEREBY OEGCA.E AND DEDICATE THIS SHORT.MCAT. AS &PPR-TD By ME GiTY OF EDMONDS. ON ME 23PD DAY OF LUNE. 20M. UNDER ME CITY OF. tDNCNDS FILE NO S-05-172, AS THEIR MEE AND VOLUNTARY ACT AND OECD IN ACCORDANCE WIN THEIR DESIRES, HANDS SEALS -IS "I OF SET OUR 2., PMA OEVCLGA�kf- SERVICES. LLC. A A �bc BY IT Ell , A -,-rAC7, D N SAUVCANO, MEMBER ACKNOWLEDGMENTS STATE OF WASHINGTON) )ss, cou- OF sNKMAGMI-) I CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE MAT IURGEN P. SAUERLAND IS ME PERSON WHO APPEARED BEFORE ME, AND SAID PERSON ACKNOWLEDGED MAT HE SIGNED MIS INSTRUMENT, ON OATH STATED MAT HE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED 17 AS ME MEMBER OF PAN. DEVELOPMENT SERVICES, I.I.C. A WASHINGTON UNITED LIABILITY COMPANY, TO BE ME FREE AND VOLUNTARY ACT FOR ME VSES AND PURPOSES MENTIONED IN ME INSTRUMENT. DATED, A%IV* 15.2007 NOTARY PLIBUC (SIGN) STATE OF WABMWXrTON KELLY A. MfTCHELL AAITC.HM.L My App.Vamiwit &I NOTARY PUBLIC IN AND FOR THE $TAT�LOFI maAmBER is. mo WASHINGTON, RESIDING AT MY APPOINWENT EXPIRES STATE OF WASHINGTON) )$S, CHAEL ARNIM. N .9 . .... ....... COUNTY OF SNONACNISH) ....... I CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE MAT JURGEN P. SAUER�140 SIGNED MI5 INSTI ON OATH STATED RATAN WAS AUTHORIZED TO EXECUTE ME INSTRUJAICIAN AND ACKNOWLEDGE IT, AS ME ATTOANEY-IN-FACT OF DIANA D. SAUERLAND. C VIC.ALL I , ATT.R.(T-i-.-1-ACT, i NEIIIIER OF NA DEVELOPMENT SERVICES, LLC, A WA�INGTCN LIMITED UABR,ITY COMPANY. ON ,OR .--El ARNIM MEMBER TONE ME FREE AND VOLUNTARY ACT FOR ME USES AND PURPOSES MENTIONED IN ME IR-1. RANI .1 LENDER ONLY By, ITS RESTRICTIONS MC PROPERTY DESCRIBED HEREIN 15 SILBLIECT 10 THE TERMS AND CONDITIONS FOUND APPROVALDIVISI IN Mf 'IN L APPROVAL OF ME 5HDRT SUBDIVISION AND Mr ATTACHMENTS THERETO, A COP, 01 SAID DOCUMENT IS LOCATED IN FILE S-05-172 IN ME OFFICE OF ME CI TY 01 EDMONDS PLANNING DIVISION. 1. NO LINES CAt AARES FOR ME TRANSMISSION OF ELECTRIC CURRENT OR FOR TELEPHONE USE CAN, FIRE OR POLICE SIGNALS OR FOR ONE. PURPOSES. SMALL BE RL CEO OR PERMITTED A ITTEI 11 11 PLACID UPON MIT.L T OUTSIDE ME PLAILD-1 THERE. UNLESS TME � ME SHALL BE UNDERGROUND R IN CONDUIT ATTACHED TO ME BUILDING. 2. ME PROPERTY IS SUB CT 10 THE TERMS AND CONDITIONS 01 MAY CERTAIN 'D`TR BUT- EASEMENT' TO FUPUC UTLITY DISTRICT NO I OF SNOHOMISH COLINTY, RECORDED UNDER SAACWCAISH COUNTY RECORDING NO, 2324767, 3. THE PROPERTY IS SUBUCCT TO ME TERMS AND CONDITIONS OF MAT CERTAIN •DSTIROTON LASLWLHr TO PUBLIC UPUTY DISTRICT NO. A OF SHOAHO ISH COUNTY, RE:0RDED UNDER SNOHOMISH COUNTY RECORDING NO. 20070614DO90. ME DESCRIPTION CONTAINED THEREIN IS NOT SUFFICIENT TO DETERMINE ITS EXACT -O�AFON WITHIN ME PROPERTY HEREIN DESCRIBED. TREASURER'S CERTIFICATE I HtWLBI CERTIFY MAT ALL STATE AND COUNTY TAXES HERETOFORE LEVIED AGAINST THE PROPEPTT DESCRIBED HEREIN, ACCORDING TO ME BOOKS AND RECORDS OF MY OFFICE, AVE BEEN FULLY PAID AND DISCHARGED. INCLUDING TAXES, PREASOREP, SNOHOMISH COUNTY BY DEPUTY POUN TXITRV SURER I AUDITOR'S FILE NO. 200-7081APS7,31 RECORDING CERTIFICATE FILED FOR RECORI) BY THIS I(. DAY Of 1411CIVAI.1 20S�'_) , A.D. AT 00 MINUTES PAST `4 O'CLOC. P 4. AND RECORDED IN VOLUME _tor PAGES I RECORDS OF SACHOAMISM COUNTY, WASMINGTON. I(A- Iq; in 7 i 4A Jo NOTARY KXXjC STATE OF WASHINGTON A. A4 rrC+-igFd- W-LY A. mnoqmL :.NOTARY PUBLIC,A AND FOR.;Mff ST My Appolrowe Mpb- NY.JIPPDINTM�pH EXPIRES APPROVALS EXAMINED AND tPWO1V2D MIS L DAY Or 200-Z, QmG-fokil kkew ..... • EXAMINED AND APPROVED MIS QAY` OF 20eZ. DATED: AuWgt Is. 2=7 NOT IMU8CjC (SIGN) Kdk� 4&dtkd STATE OF WAW*WM)N DS PLANNING D>00" —•IZUY A. WTOHEU (PRINT) KELL�f A, hAI'rC+jrj( W AppDb*wg bpb. NOVEham is, 20,0 ............. NOTARY PUBLIC IN AND FOR ME STATE OF 1=1 MY APPOINTMENT EXPIRES 11 IC I -A HOLD HARMLESS AGREEMENT OWNERS. AND ALL PERSONS HAVING ANY PRESENT OR SUISEOUENT OWN ACKNOWLEDGMENTS STATE OF WASHINGTON) )SS C-.1 OF SHOADA's.) A CERTIFY MAT A KNOW OR MAW SATISFACTORY EVIDENCE MAT G. MICHAEL ARNIM IS THE PERSON WANQ APPEARED BOOK ME, AND SAID PERSON ACKNOWLEDGED MAT ME SIGNED MIS INSTRUMENT, ON OATH STATED MAT HE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT AS THE MEMBER OF PMA DEVELOPMENT SERVOCS, LLC, A WASHINGTON LIMITED LIABILITY COMPANY, TO BE ME FREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES MENTIONED IN ME INSTRUMENT. DATED, Aug,(.jgt 1+.2007 4MiizAAdQ, NOTARY PUIBLC STATE OF WASIMINAKMON (PRINT) "LLY . MITCHSLL M31LY A. MITIONELL NOTARY PUBLIC IN AND FGRE 0' WY AppXV*-% Enmi- WAS.INGTOM, RESIDING AT KXaXA1EDMA6erRR IS, 20,0 MY APIROPAT.E.T EXPIRES STATE OF WASHINGTON) )SS. COL., 0, SNoAiclm") I CERTIFY MAT I KNOW OR HAVE SATISFACTORY EVIDENCE MAT C. MICHAEL ARNIM SIGNED THIS INSTRUMENT, ON OATH STATED MAT HE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT. AS THE ATTORNEY -IN -FACT Or MARGARET ARNIM, MEMBER OF PMA DEVELOPMENT SERVA ES, LLC. A WAS-r— LIMITED UAIAIJFY COATAl' TO BE ME FREE AND VOLUNTARY ACT FOR ME USES AND PURPOSES MENTIONED IN PAC WSTRUMACKT. DATED: �uyi I -ri :LE -f (--) TARY=STATE OF MN (PRINT) 94ELLY A. MITLHEIL ILLY A. IWITIO11HEIL NOTARY PUBLIC IN AND FOR ME STAGE OF WY App**-* bV6. WASHINGTON. RESIDING AT MY APPOINTMENT EXPIRES NOVEMISER 13, 2oio STATE OF WASHINGTON) )SS. COUNTY OF SNOHOMISH) I CERTIFY MAT A KNOW OR SATISFACTORY EVIDENCE THAT .)4-f-ii dcI er IS THE PERSON WHO APPEARED BEFORE ME, AND SAID PERSON ACKNOWLEDGED THAT ALL - SIGNED THIS INSTRUMENT, ON OATH STATED NAT _bd, WAS AUT INSTRUMENT AND ACKNOWLEDGED IT AS -- IVIW TO EXECUTE ME ME -YICA- :r.0 OF FRONTIER BANK TO BE ME FREE AND VOLUNTARY AFTI"OF SUCH PARTY FOR ME USES AND PURPOSES MENTIONED IN ME INSTRUMENT. MCSE LANDS, AND ME SUCCESSORS AND ASSIGNS OF OWNERS OR OTHER PARTIES Al-' ANY SAID INTEREST, HEREBY AGREE THAT ME CITY OF EDMONDS SHALL BE HELD HARYCESS IN A RESPECTS FROM ANY AND ALL CLAMS FOR DAMAGES FOR P4,IUMCPW REUE;V�ZR�ACIHI MA HE OCCASIONED NOW OR IN THOR IMPROVEMCIA Y E.FUTURE TO ADJACENT LAND REASON OF ME C"ST` CTAOM, OPERATION AND MAINTENANCE OF ME DI SYSTEM, AND HEREBY WMVC AND PCUCASE ME CITY OF EDMONDS FROM ANY AND ALL CLAIM FORDAN AGES, EX CLUDING DAMAGE CAUSED SOLELY BY AN ACT OR OMISSION OF SAID OTY, ANOIN`NNC IIVE RELIEF WHICH ME OWNERS, OR NEAR SUCCESSORS OR ASSIGNS. WAY THEMSELVES AVE NOW OR IN ME FUTURE By REASON OF ME CONSTRUC TON, ...... MAINTENANCE AND OPERATION OF SAID DRAINAGE SYSTEM SURVEYOR'S CERTIFICATE MIS MAP CORRECTLY REPRESENTS A SURVEY MADE By WE OR UNDER My DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF ME SURVEY RECORDING ACT AT THE REQUEST OF PIMA DEVELOPMENT SERVICES. LLC MIS /44?4 DAY OF A - - 20-97- CAROLYN DtEPENBRCACK L.S. -0. 22969 SROFT SUBDIVISION FOR fm—A - DE VE. QP .1 n, MENT SER WCES, ILL C IfsI-.NE1/4;'t4Ei`/4, SF-C:PON 24-, T.27N., R.3E., W.M. .QTY-,0F.-tD1M1OI4DS 5NOHqMl 'FILE S i H.' COUNTY, -WASHINGTON �QvpvT CITY OF EbWQNRS FI1WE`Na-S-'05-:T72 -SHEET I OF 2 LERLovell —Sauarhi '.'& Associates, Inc. 19400 33rd A.... V.. Swt. MO - Ly-j;.d, TA (425)775-. 1&91 - (425)A72-7*08 I.. Diu" J.T.T.AXIS "'I'M I "T" A A .1 4 1 F.B. K.--496 i 13tc� RECEIVED NOV 0 7 2007 ANDERSON HUNTER LAW FIRM, P.S. DEVELOPMENT SERVICES 2707 COLBY AVENUE, SUITE 1001 P.O. BOX 5397 EVERETT, WASHINGTON 98206-5397 AMY C. ALLISON (425) 252-5161 CHRISTOPHER J. KNAPP JEFFREY H. CAPELOTO FAX: (425) 258-3345 C. MICHAEL KVISTAD GLENN PAUL CARPENTER www.andersonhunterlaw.com J. ROBERT LEACH BRADFORD N. CATTLE MEGAN OTIS MASONHOLDER THOMAS R. COLLINS JO MARIE NOACK G. DOUGLAS FERGUSON VICKIE K. NORRIS JOHN A. FOLLIS LAURIE UMMEL G. GEOFFREY GIBBS PATRICK F. HUSSEY O.D. ANDERSON (1892A961) JAMES P. HUNTER (1915-1988) November 5, 2007 Mr. Duane Bowman, Development Services Director City of Edmonds, Development Services Department 121 5th Avenue N Edmonds, WA 98020 Re: PMA Short Plat File No. S-05-172 Dear Mr. Bowman: I represent Mike and Marsha Warden as well as the other parties served by the private road adjacent to the subject PMA project. My clients have significant concerns regarding the above -referenced short plat and building permit. The purpose of this letter is to request that Certificates of Occupancy not be granted for home subject to App 2006-1189 until such time as PMA remedies the permit -approval deficiencies identified below. PMA has failed to comply with the express conditions of the City's subdivision, building, and grading permit approvals. Specifically, PMA has failed grant appropriately reconcile issues associated with access encroachments as required by Short Plat Approval S-05-172: Additionally, PMA has violated City codes involving building permit conditions concerning matters of drainage over property which my clients can appropriately claim prescriptive rights for purposes of drainage discharge and drainage maintenance- In addition, PMA has violated the condition of "non -disturbance" in the grading permit. Recent events have shown that PMA's alteration of the condition of the natural surface -water drainage in the area is adversely affecting the neighboring properties. Surface -water flows during recent peak storm events have caused significant silt and gravel deposits over the common roadway which necessitated private contractor cleanups and resulted in enforcement citations issued to PMA by the City for these events. (See, Notice to Owner dated 10/2/07). These drainage issues will only worsen as the peak storms of winter occur. PMA has altered several features of the former drainage system, including: breaking and/or plugging of piping systems; burial of an existing cistern that historically requires access CJK\13143\1\460692.v0I (9VH001!.Doc) Mr. Duane Bowman November 5, 2007 Page 2 for periodic maintenance; rerouting of surface -water flows through another cistern in a manner that raises concerns about its ongoing operational effectiveness; complete blockage of a portion of a downstream swale causing sheet -flow discharge onto the common roadway. This blockage has also buried a PUD electrical vault, PUD should be contacted to access the safety and propriety of this circumstance. For at least the past ten (10) years the neighbors have conducted voluntary and routine drainage system maintenance activities. Now PMA has eliminated their ability to access the drainage system, The purported "easement" language on the face of the approved grading and drainage plan approved by the City is either ambiguous or, at worst, inadequate to allow the historic access and maintenance. activity to continue. The purported easement does not address the requirement for equal sharing of responsibility between all parties who contribute water to this drainage system, and it does not address the prescriptive rights of the adjacent property owners. The disturbances conducted by PMA also violate the conditions of the approved grading plan and drainage plan and have resulted in changes inconsistent with the requirements of the City's Storm Water Code. My clients and their neighbors have made considerable effort trying to resolve this matter with PMA, including various meetings and the drafting of various easement documents for consideration by PMA. However, PMA has simply refused to reduce those discussions into a valid, comprehensive easement and maintenance agreement. As a consequence, PMA's neighbors have no way to deal with the ongoing adverse drainage and siltation problems. PMA has also not established the rockery as required by the building permit site plan. The establishment of this rockery will help mitigate the adverse runoff conditions experienced by my clients. PMA has also not completed repairs to my clients' private road which resulted from utility installations yet the residence authorized by APP 2006-1189 seems to be occupied. Damage has also occurred to the roadway pavement edges as a result of changes is surface water discharge caused by PMA. This also needs to be remedied. We believe PMA's failure to address these issues is a violation of the short plat and building permits approval conditions. Therefore, the appropriate remedial action is for the City to notify PMA that certificates of occupancy will not be issued (or, if already issued, will be suspended), until formal, comprehensive agreements are reached relating to shared drainage, drainage maintenance and access encroachment, the drainage system is re-established to function to a condition that is at least equal to that predating PMA's site disturbance (as required by the City Stormwater Code), the rockery required by the grading plan is fully established and the repairs fully completed on my clients' private access road. CJK\13143\1\460692.v01 (WH001!.Doc) Mr. Duane Bowman November 5, 2007 Page 3 Thank you for your attention to this matter. I look forward to a positive. and timely response from the City. Very truly yours, ANDERSON HUNTER L W FIRM P.S. Christopher J. Knapp CJK:kkr cc: Mayor City Attorney Mike Warden Dennis Derickson Greg Williams c7x\13143\1\460692.v01 (WH00V.D00 IOIORESS 1126 VI ENLAND ]DRIVE INSTALL ST IN 31 L I ZED GONSTf;;- ON ENTRANCE. 2-41' 0UARR-r 5F,&\LL5 TAX FARGEL NO 005401:1—000-01 q —14 12 TH I GK V41 TH FILTER FAF-3FIC V I E W L. A I V D WAY UNDERNEATH— E TRANGE TO BE L-E(�AL- LOT. I OF GIT1' OF -EOMONDS SHORT PLAT NO. '5—O✓-1-72 /// 15'-0 NIDE X 50'-0" DEEP i��t2 EnMOIvoS DESGR[FTION: RECORDED UNDER'AUDITOR'S FILE NUMb3ER 200-7001652551 sTt�o+�ctt� AE'Tp+l- �t.2 I NCB PORTION OF I ci, PUC-7 -F- SOUND MACH I NER-r DEPOT E I V ACRE TRACT5, AGGORD I N(1 TO THE FLAT `THEf;ZEOF, RECORDED I N VOLUME O B 5 OF PLATS, PAC7E 4-7, RECORDS OF SNOHOI" I I SH GOUNTI/,. !MASH I NEKTON N COVER ANY N N Applicant shall repair/replace all damage to CP 0 0 0 utilities or frontage improvements in City STORM 'I�IATER . right-of-way I S 1 TE AREA : -I g,G6Gf SCQUARE FEET C P O I N GAT'GH E3A5I NS or occurs during the permitted project. caused F-.>OViNSTREAM I=RO ------------- - -- ..,.y.....w.. ���.. ..�.., .�..�.� J THE 51 TE Vq I TH-------- - - - _ -------------------- ----------------------------------------- --- L_OT c..�- LOPE I=ILTER SOG<S TO �'� „ F�E=VE=NT SITS - RUNOFF ErfizOM ENTE=izlNo FE R SIDEWALK ONDS STANnRD 45.00 �E'TIGAL FEET= Iq% SLOFE.- NDE.3 � 0 HE I C-7HT GALGULAT I ON . 2�h .coo L I NEAR FEET 91, z A = 200 TOP � ... -203 B-= 211 Q W z W!� To t. 00 200 G= 2 O Q I-�- I z - DRIVE Y 3s• Mnx EIGHT Io - 200 z W EN HHAR TOP OR 'OVER W LLS AD STORM DETENTION IS LLJ �I 10AL- T03 SETBACK EA ALREADY INSTALLED AS Q V) m. F-- , V A M 200 204.50' -0 � Q O O # PART OF THE SHORT PLAT N W 1— -J IM ® Iq 10 (N TO E TOP A\/ERAC-�E OizADE = 204.50' M ED 203 _ ' 10 -3 B ` ACTUAL E3U I LIo I NCB HE I C�HT= 22-7. 1 6� DI✓TnNGE 200 oo OATTO I 25' BSB 11 m MAXIMUM }�U I L Io I NCB HE I C-7 HT = 2 2 O' ..m MAI FLOOR CANTILEVER ,. p LOT G✓OVEF- ACHE: TOP c�ov 1 , OWNER/CONTRACTOR IS RESPONSIBLE W TO P 0 H S I IOENCIE 5,222 5OUAR E FEET LINE OF TOE FOR EROSION CONTROL AND DAMAGE FOUNDATION 203 NG . GOVEREIo F'OI� C,HES, C�Afi�? ACHE 0 0 0) I-1--I LINE 0 0,STR CT RE 222 SC�UAfizE FEET TO RESIDENCE TOTAL 19 9 FF MAIN LINE OF 8"0. 0 TO � � Q 21O OVE HAN 0 LOT AREA 0 194 FF LOWER Q FEET- 525 5OFT = I8,�0�-�o SOUAF.E FEET @ 200 + �3 ,Gi �a �fi SG� U ARE .. � (ACCESS EASEMENT) Z -= o 5,222 SOFT/I8,6 6 150FT= 28.0/0 a MAXI MUM LOWEST FOOTI N L oT GOEfi:A I— U 198 Z LL <t`100 CUBIC YAR S' T c=n I_►_I„ BE REMOVED FOR FO N AOTI N 00 ry. 00 z Q 375 CUBIC YA D TO Line Type Area (square Feet) Cv DECK B E USED FOR F I L O zQ Q WITH (FOR THE WH LE SITE 1• Ezempt Egem t Non-Exe Q i j PORCH BELOW m t J 2• Replaced - � j' , I NSTA1-1— 51 L T � � � \ APPR��� 3• New _t . I=ENGE AT i=ROF'ERT-r LINE W w 18,969 sq. ft. �o add Total Replaced +New (Non"101� ' } 0. .02510 20 E30 IN 'IT W c0 Q U FRENCH DRAIN n l� O 4-0 0IL(r',\PIG T�t4 s1w,11-Aot d,S-VArk) aY\A 6 e Imalr\` O.nkco 1�y 50. N OTE: Vy NO TREES ARE GARDE AN.. ON SITE _ STORA E TOP ry 199 0 SGAJ._. APPRO' Q pV PLAN%1t4G f FILTER FABRIC FENCENC.O.E. #L I I (TYP.) TO rr4 D. MAJ C ZoneS' Ca Cornera_Flag 19 20 / . p4 Setbacks Required Actual P Front N 14 : 0 0 �9� Sides �/�E t n�k-. » 200 -� e, 2 CC Rears 5 a 5# N 89038 17 W oo ,- Other 0 -� --� x� t a s a 1 0c)n 25 BSBL N (J" (� C P r`. TOG FILE OONY S G1<i� I LES Ch�� S 1 TE E3E= UTILITY c c aa' s to-r toc'PP2oY G ERED . .I T `c-► I SG2 EN V�I I TH I POLE ,.. P�ce>✓ss -ro rHA>r'r:Y1NPt1.. �r2. Y5h11C�NE59 .Tl�� C�PXLAC-�t" ISVIEW rWF, Cxr•( or - It ►No 4ESS , Vr-, JCM�� U1 LL I DITCH V A , Co O ;� � O n� PLSfi51E aEFE►2 -ro serrpr�A u-r► ��ty ASPHALT ROADWAY o > » POLE INV=182.93 INV=182.93 . s: i; ielip fb""U-le Puy" PM AW �on� 236.00N 893 4 28 W INV=1 J1.44N4"W A P LT R ADWAY �Nc�„,O(, ��Qu,►��+trs AL- 2-2X 3 %'/ ' PRIVATE ,1JJLI)1,NG DEV, ,:`;v .,,. `� +APPROVED BY ENGINEERING 10 PRIVATE R S 2 SANITARY SEWER u�.c 62 )1111! & EGRESS ZONING PRIVATE INGRESS UILC31��( uL�r, riu;C 6t�; I'LI rolo DRAINAGE UTILITY LINE EASEMENT �.a �orPON,0F'IrIS ® � EASEMENT #1 FOR THE ADJACENT EASEMENT #2 -owN�rz-EASEMENT TO BENEFIT AUG 16 2010STREET ,►I;t -�rl= ven i t �tEM�N'ts { it PROPERTY OWNERS W BUILDING DEPAR'MENT PAVEMENT (WIDTH VARIES LOTS 1 & 2 �I o>= °^�°"°S (323 SQFT) (WIDTH VARIES EDGE OF P ) a� `o �d 4qL� C plcc VIEWLAND WAY OZ S 10 20 E30 50 UTI' ITY/ FRENCH DRAIN �/• > �zW� M M Q (I) I-- 0 IzQOO N 0LdI—J NOT1=: IF RIM TO I N1/f--zRT 1=X ,FE= 5 5', TYPE II MANHOLE MUST BE USED ACCEPTABLE 1GHTtr..INE MKl'ERAL 0I1 35 SC i 40 N-12 } 810 HANOOR Line Type Area (square Feet) �. Exempt Exem t Non-Exem t 2. y §$ tuxa elf': Replaced, 3..' New Total Replaced +blew (Noe : q, Exempt) _ a Ladd numbers in blue baxes. I00 MA, 6 I.E. ' 185.59------- a_;-, ----------------------- --///RIM ----------------------------------------- --0------------------- �� rn IN . 8.00 INV. 88.00 INV. 192.00 119 .10 z Q OT1NG DRAINS TO BE 7tED Ift SYM J CD Q Z z Q LJ ry DS INV. 198. DS' INV. 197.0 D 15TA.NGE — OF TANK TO FOUNDATION INV. 197. LINE OF — I FOUNDATION SIDEWALK LINE OF — RESIDENCE STRUCTURE FF MAIN . LINE of 18" 210 OVERHANG FF LOWER @ 200 1 18,969 sq. ft. .4" DOWNSPOUT GOLLI=GTOR TYF. 4" FOOTINCB DRAIN GOLLI=GTOR TYP. INV. 198.5 Applicant shall repair/replace all damage to utilities or C' frontage improvements in g p �Y right-of-way per City standards that is caused or occurs during the permitted project. --��------------------------- ----------------- '�- (� ��-t'trNT10N T�rN1L W�cS F�fttcHT�ro W ITN A �u^��-r t ors 1�l(�E THEN t-� 1S CAL TO TI E IC�1lT1.IN� Prr TM' LbcAnoN- t t= 0e;T ✓NT i oto rAYA%L 1NP413T, --r Wr,\ c T -t'tC�NT UMF TO C61 AT WBSr Slipe of 17ETEWTIt V D S "Nothing in this permit approval process shall be interpreted "'".,'f}' INV. G; fit,-r, - » r : �,�* the 197.5 nonconfo or �=.:5.,{' t ,a._,, +zng, structure ethe or site c:��A�,1 (311 Vi"O.f,}: 1..6 :`,iilr 911 perm>t�'tngapp 9i :<.ia -,n bull , st 'iiuh*, �' 4a vor, is shown on the site lan or clxawiQ t�>xch building, sly r- ,Maoe&e subject of a enfomment action." i� i, f:i: t Pe i t , ,,rQ ICJ prc2cgc *, be ',,krpret , as allowing or pr_11WttInP tl-te ]riatinteneu�ce aC any c�ur't3nt1 VIOKIC 'Ninn�g or unpermitted "41;!',61 strtictltll+e . or site condition 3vWch is ()utrr k' thri em" of the appuention, regardlr,;w 11 ,wh4her such o�I Sti'uctup or coiidwr s ow. dud: i or may be the w::j;ct of a separate enforeeMmt achon:" f INV. WATER & SEWEH 198.5 INSPEC11ONS REG'D. CALL 425- 7 71.,.43V LjC1:1328 FT4 DtzAt DS INV. DS INV 199.4 r ., V. SEWER T TRENCH FOR GAS, CABLE, CLEANOUT zW POWER & PHONE V)Z ayti TO PROPOSED RESIDENCE 192.60 (ALL NEW UTILITIES MUST BE UNDERGROUND) � RIM Lisa'b ww Nut APPR D BY ENGINEERING 197.5 SEWER CL N0,,UT UTILITY A EASEM T LINE D POLE J. ,5 ���tx• 6" WITH AM H IRO C-�P�tzp st'oi2Ac,� (.C-iPK�-kG�e� /p/1b ' ac-rpaNIIA VVALL. COV W/ 1 TRE "'Ci"POW D)OM" is MOT "POVf b t� s,pJ r OL:TS, . P.) N P.. V64LCvu.M't_ AGc sS To THE at�Titt DITCH - BOX 0 � "—ASPHALT ROADWAY Room 23b.00 POLE INV=182.93 INV=191.44-4 W INV —1�2.93 10' PRIVATE Ors; Fy- e-I erA Ca,IV rt 91�6k DRAINAGE C�c',rgl0 +00N v, Av-e,- PRIVATE. INGRESS-.& EGRESS EASEMENT #2 `O+ UTILITY LINE EASEMENT 1 FOR, TH E ADJACENT # h��n �a1'�� �y a�►�eC.e�+ y���,� �. EASEMENT WIDTH VARIES PROPERTY OWNERS 6�rti (323 SOFT) (WIDTH VARIES —EDGE OF PAVEMENT) VrwrLtFylx1 ��S�M�N's In Titi 1 Ivtl •9 22' X 37' PRIVATE SANITARY SEWER EASEM EN T TO BENEFIT LOTS 1 & 2 E PtTE �I G-7A2AC7E UNLESS T}tC e�P►tiAeiE !S �Vter,vJEp ANv> NF9X%VM lay -r o'e G-ty or- aomWi Vas 1=C�L y�HIGUU}-2 AtCF.sS. AF a tl w Igo /10 RESUIS STREET FILE AIJILi7 i�c' DEPAR AUG � 6 2010 BUILDING :•MPAFI.MENT clTy or, ;L'DMONDs