Loading...
1126 VIEWLAND WAY.PDF11111111111111 14535 1126 VIEWLAND WAY ADDRESS: j/2(P /env/aid GG� TAX ACCOUNT/PARCEL-#: lqlq BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: -�� j DETERMINATION: ❑Conditional Waiver Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: d SCALED PLOT PLAN DATED: w 1.6 SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc PLANNING DATA SINGLE FAMILY RESIDENTIAL 11 STREET FILE Name: Gaz- Date: Site Address: Go , Tax Parcel Project Description: Ne4,o5;�-�; % �es;de��ce. Plan Check #: gl-DC9\C�p�yY Reduced Site Plan Provided: 6ES NO) Zoning: Map Page: FcornerLot: (YES Flag Lot: (YES Critical Areas Determination #: GC:A;Z \\9 - cc>ndc,.c_ked Study Required - Eros,a, ❑ Waiver 41- E'esce shows, �n �\i.�S SEPA Determination: Ex 13 Exempt �� ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: 5 Side. Side: E) k 0 Rear: r Actual Setbacks Street: i Side: Side: �O , Rear: Cs as /+ ❑ Detached Structures: None 3ho�� ter. Pta�. E Rockeries: Weskerc\'cei -r-s;cN ,oWa� �\ 4 1 -,e,-r ❑ Fences/Trellises: }`' °�"spa\\ noA excea-1 3' �r\ \n,_ l,} o e, oc; ,,,A race None, !X(;"M 0n P\any. Bay Windows/Projecting Modulation: U,? ew Floor J4 Stairs Deck: Pc o o w or, BbildinO Height Datum Point: Cake ba3�r� c �rti ak N W co s A }- Datum Elevation: i Maximum Height Allowed:_ 5 Actual Height: . as ' Other Parking Required: a Parking Provided: Lot Area: G�c��' 1$� q�g �' e Maximum Lot Coverage: 35% Proposed: =a Lot Coverage Calculations: ADU Created: (YES /(�) R2Cor v 3Q Subdivision: SOS LxA- , Legal Nonconforming Land Use Determination Issued: (YES kNO Comments 6sI . Plan Review By: - Planning Data Form 07-14-09 (ity STREET FILE Ce ate foccupancy DEPARTMENT OF BUILDINGS . PER INTERNATIONAL BUILDING CODE SECTION 111 AT: 1126 Viewland Way, Edmonds Building Permit M BLD20100444 Occupancy established by this certificate: R3 No. Stories: 1 Owner of building: Dwelling Units: 1 Type of Construction: VB The Single Family Residence at 1126 Viewland Wav, Edmonds t has of the 2009 edition of the International Building Code as adopted by the Clty for tl the proposed occupancy is classified. men inspected and approved complying with the requirements group and division of occupancy and the use for which Issued this 27th day of June, 2011 &� Chief uil ing Official By: Any change of occupancy or use requires a building permit and a n w Certificate of cupancy issued by the City of Edmonds Building Official. DAILY FIELD REPORT ❑ PO Box 44890, Tacoma WA 98444 ® 9802 291h Ave W #B102, Everett WA 98204 E3RA Phone: (253) 537-9400 FAX: 253-537-9401 Phone: (425) 356-3372 FAX: 425-356-3374 PROJECT NAME PROJECT NO. FIELD REPORT NO. Clark Residence, Edmonds Geotech Inspection E10045 13 ADDRESS DATE PAGE 1126 Viewland Way 10/29/10 1 of 1 CITY OR COUNTY PERMIT NO. ARRIVAL TIME DEPARTURE TIME Edmonds, WA CLIENT E31RA PROJECT MANAGER/ PHONE NUMBER Select Homes, Inc. Dean White 425-478-7259 GENERAL CONTRACTOR E3RA REPRESENTATIVE/ PHONE NUMBER Select Homes, Inc. Adam Stauffer SUBCONTRACTOR WEATHER Cajun Excavating Mostly sunny, +/-55F TYPE,OF WORK PERFORMED Footing and downspout drain observations, remainder of footing north and west walls EQUIPMENT USED COMMENTS E3RA on site, at the Clark Residence site in Edmonds, WA, to observe the footing and downspout drains installed for the remainder of the footings. Footings have now been poured for the north wall as well as the remaining northern most 30 feet of the west wall. - Perforated drain line has been installed along the footing adequately bedded/surrounded in round washed rock and filter fabric has been placed over the rock. In addition, per the client's request, Cajun has placed a footing drain line, in the same manner as described above, on the interior of the footings as well. Tight -lined gutter downspout drains have also been installed and rest, atop the exterior of the foundation footing against the base of the stem wall F Drain mat and a footing drain have been installed, in the same manner as above, on the south side of the CIP wall on the south side of the future residence. The footing drain for this wall has been tied into the footing drain system for the residence at the west end of the wall. E3RA has no furtherrecommendations at this time and will return for further observation at the client and/or contractor's request. NIA ® The contents of this field report were discussed with the contractors on -site representative. E3RA FIELD REPRESENTATIVE ❑ A preliminary copy of this field report was left on site. All recommendations contained herein E31RA PROJECT MANAGER are subject to change pending review by the E3RA project manager. I • • DAILY FIELD REPORT ❑ PO Box 44890, Tacoma WA 98444 ® 9802 29`h Ave W #B102, Everett WA 98204 E3RA Phone: (253) 537-9400 FAX: 253-537-9401 Phone: (425) 356-3372 .FAX: 425-356-3374 PROJECT NAME PROJECT NO. FIELD REPORT NO. Clark Residence, Edmonds Geotech Inspection E10045 14 ADDRESS DATE PAGE 1126 Viewland Way 11/2/10 1 OF 1 CITY OR COUNTY PERMIT NO. ARRIVAL TIME DEPARTURE TIME Edmonds, WA CLIENT E3RA PROJECT MANAGER/ PHONE NUMBER Select Homes, Inc. Dean White 425-478-7259 GENERAL CONTRACTOR E3RA REPRESENTATIVE/PHONE NUMBER Select Homes, Inc. 1 Adam Stauffer SUBCONTRACTOR WEATHER Cajun Excavating sunny, +/-55F TYPE OF WORK PERFORMED NE C.I.P. wall footing robe and slab base observations EQUIPMENT USED '/2" diameter steel t- robe COMMENTS E3RA on site, at the Clark Residence site in Edmonds, WA, to observe the footing for the small C.I.P. wall to be installed in the northeast corner of the lot. Also observed today were the preparations made for the concrete slab in the first floor of the residence. - T-probing the footing for the above mention C.I.P. shows the native soils to be in a dense to very -dense condition. This surface appears suitable for the installation of the wall. Soils in the footing are native, grey, silty fine to medium sand w/some gravel. - Observing the prepped slab base for the first floor of the residence shows that approximately 6" of crushed rock has been placed throughout the interior of the foundation walls. This material has been placed on the native cut excavated throughout the foundation installation process. Native soils throughout the foundation installation proved to be in at least a dense condition. Utilities have already been bedded in the crushed slab base and a channel has been left in the rock along the interior of the footings for the installation of hard foam insulation, prior to the slab pour. E3RA has no recommendations at this time and will return for further observation at the client and/or contractor's request. -END- The contents of this field report were discussed with the contractor's on -site representative. A preliminary copy of this field report was left on site. All recommendations contained herein are subject to change pending review by the E31RA project manager. DAILY FIELD REPORT ❑ PO Box 44890, Tacoma WA 98444 ® 9802 291h Ave W #B102, Everett WA 98204 E3RA Phone: (253) 537-9400 FAX: 253-537-9401 Phone: (425) 356-3372 FAX: 425-356-3374 PROJECT NAME PROJECT NO. FIELD REPORT NO. Clark Residence, Edmonds Geotech Inspection E10045 14 ADDRESS DATE PAGE 1126 Viewland Way 11/2/10 1 OF 1 CITY OR COUNTY PERMIT NO. ARRIVAL TIME DEPARTURE TIME Edmonds, WA CLIENT E3RA PROJECT MANAGER/ PHONE NUMBER Select Homes, Inc. Dean White 425-478-7259 GENERAL CONTRACTOR E3RA REPRESENTATIVE/ PHONE NUMBER Select Homes, Inc. I Adam Stauffer SUBCONTRACTOR WEATHER Cajun Excavating sunny, +/-55F TYPE OF WORK PERFORMED NE C.I.P. wall footing robe and slab base observations EQUIPMENT USED '/2" diameter steel t- robe COMMENTS E3RA on site, at the Clark Residence site in Edmonds, WA, to observe the footing for the small C.I.P. wall to be installed in the northeast corner of the lot. Also observed today were the preparations made for the concrete slab in the first floor of the residence. - T-probing the footing for the above mention C.I.P. shows the native soils to be in a dense to very -dense condition. This surface appears suitable for the installation of the wall. Soils in the footing are native, grey, silty fine to medium sand w/some gravel. - Observing the prepped slab base for the first floor of the residence shows that approximately 6" of crushed rock has been placed throughout the interior of the foundation walls. This material has been placed on the native cut excavated throughout the foundation installation process. Native soils throughout the foundation installation proved to be in at least a dense condition. Utilities have already been bedded in the crushed slab base and a channel has been left in the rock along the interior of the footings for the installation of hard foam insulation, prior to the slab pour. E3RA has no recommendations at this time and will return for further observation at the client and/or contractor's request. -END- The contents of this field report were discussed with the contractors on -site representative. E3RA FIELD REPRESENTATIVE ❑ A preliminary copy of this field report was left on site. All recommendations contained herein E3RA PROJECT MANAGER are subject to change pending review by the E3RA project manager. SNREP',,T�,�pfl�LA,�yCITYOFEDMONDS rr, TRAFFIC IMPACT ANALYSIS WORK SHEET AUG 16 2010 BUILDING DEPARi.MENT Name of Proposed Project: G I a-r 1< V1 e W la not u.1a H CITY QP EDMONDS Owner/Applicant: Name 1�53 I L� aye, t,J. SLkt -c, A107 StreetMailing Address �- y n& W 0,30( uica 9& e 3 7 City State zip Applicant Contact Person: Name Street/Mailing Address City State zip Telephone: Z OG - 3 G S- 3 7 9 7 Telephone: Traffic Engineer who prepared the Traffic Impact Analysis: Firm Name 1. PROJECT DESCRIPTION Contact Name Telephone STREET FILE a. Street address (if known): 1 I IG Vf I,y c. ti b. Location: Sao- 0 WWlc� (Attach a vicinity map and site plan.) c. Specify existing land use: Ltn., kit d. Specify proposed type and size of development: _�j �,r,� l�a•rritis, _ e. When will the project begin construction and when will it be completed? rl" . 2010 f. Define proposed access locations: INN CyJ A tx- y o .l h 4, +11-A, CASt o'F +�- N UJ cls v� k,,rt g.. Define proposed sight distance at site egress locations: is Zinc. w cis+ c. le -,A,(- er, i to + 61 i�IJd 4,b easy' 0 1ea� >aa4t- 11 pl. N Page 1 0 2. TRIP GENERATION a. Existing Site Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT b. Proposed Project Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT c. Net New Project Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT d. State assumptions and methodology for internal, link -diverted or passby trips: Page 2 3. TRIP DISTRIBUTION Prepare and attach a graphic showing project trip distribution percentages and assignments. 4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY a. Have sight distance requirements at egress location been met per AASHTO requirements? b. Intersection Level of Service Analysis; • Existing Conditions LOS Delays • Year of Opening LOS Delays • Five Years Beyond Change of Land Use LOS . Delays (Intersections to be evaluated shall be determined by the City of Edmonds Traffic Engineer.) c. Describe channelization warrants: (Attach striping plan.) d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing lengths): 50% 95% • Existing Conditions • Year of Opening • Five Years Beyond Change of Land Use e. If appropriate, state stop sign and signal warrants: f. Summarize local accident history: Page 3 5. TRAFFIC VOLUMES a. Describe existing ADT and peak -hour counts, including turning movements, on street adjacent to and directly impacted by the project. b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the project is fully open (with and without project traffic). c. Describe the estimated ADT and peak -hour counts, including turning movements, five years after the project has been fully open (with and without project traffic). d. State annual background traffic growth factor and source: 6. LEVEL OF SERVICE ANALYSIS Summarize Level of Service Analysis below and attach supporting LOS analysis documentation. Provide the following documentation for each arterial street or arterial intersection impacted by ten or more peak - hour trips. Other City -planned developments must also be factored into the LOS calculations. Existing LOS: Existing Condition: Year of Opening LOS: With Project: Without Project: Page 4 Five Years After Opening LOS: With Project: Without Project: Note any assumptions/variations to standard analysis default values and justifications: 7. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. rle7e e.STAGUSH-80 WTIA- Skkott,r PLAT SAENGR\Darrell\City ProjeciA\TIA Guidelines\TrafImpAnalyWork 9-04.doc Page 5 h J!5s Illl Ilill I Illl 1111! llf 11 1111111111111111111111111 Jill Jill �. 08�0616��87 g6 1 PG �jnrc�ood Lv/J• ` ''`' SNONOM CUUNTY) pS2'� i W HINGTON ,• S,TATEMENT ON ACCESSORY DWELLING UNITS h• Proper,6 Address*.,-*" ?�U ViL:1VJ-A.V1> WAy •,: Edmonds, Washington .. Legal Descripti: n:.•SL'Ctrou:Zy rska *O Z94WA ee QVAMr= NA EIVOC►100A.,!b 14044 bray 5 ALIi''itom—LAY—I�tIL[_ aMl AF te.NQMLS �Lvv �r�v or- rim r4 st r. r.. ma�y Assessor's Parcel Number: • •h I have read the requiremeritshfpr accessory' dwelling units contained in Chapter 20.21 of the Edmonds Community Development Cride (ECDC) and understand that an accessory dwelling unit as defined in EC11C•Secti9ti'21.05.015 is•prohibited until an Accessory Dwelling Unit Permit is approved; • r. I also understand that an Accessory Dwelling•.Unit Permit cannot be approved unless all the criteria in Chapter 20.21 are met, and a4I'the ndcessAry items are submitted, including an affidavit of occupancy and a covenant to br(led with the Snohomish County regarding the regulations imposed on Accessory DVaellin'g••Wtiits. Property Owner Signature: o r1,7 --__ Property Owner Name (printed): 10'MA t a 46rlC -r Date: R�lo • ' CHICA60 TITLE �.PANV HAS PLACED STATE OF WASHINGTON) TWQ000MEQTVAErQR(i'AS CW7DMER !OI)l1MYANDACCE*K&NO LIABILITY'FDR THE ACCURACY OAVALI01TY OF T8E•ObCI1M NT. COUNTY OF SNOHOMISH) '...........; I certify that I know or have satisfactory evidence that A, signed this instrument and acknowledge it to be his/her free an vatuntaryac(. Aor" 11 uses and purposes mentioned in this instrument. Notary's pressure seals must be smudged. Dated: Signature of J" A. STATES Notary Public9 SM111OFWAIN94M , WTMY PlqlLiC Residing at: Q L%-A '' —•• Mr COMIAISSION>i:XPI MS My Appointment ?'• 09.30.13 Expires: QL -zo- I ` •h THIS DOCUMENT MUST RE RECORDED WITH SNOHOMISH COUNTY AUDI'POit..•'' S sT F ,• RESUB .,AUG 0 9 2010 BUILDING DEPAW2WENT CITY OF EDMONDS = STATEMENT ON ACCESSORY DWELLING UNITS Property Address: 1124 ViEVV AND WAL4 Edmonds, Washington " Legal Description: _Se:ZH tOWNS�Jp Z� g Rq,�'f`� av�orT n ivl= 1�V4�T SOVNn �C_HT Df,�t�or �,A�'IRS RL � inn f� -1 �.—G�r ► C.L�� �� r:�o,�ns SP- o -K -I n TZ6L AAA] n�.,a►a k� �� I.v�; Ysni o� rR r4 c� _ Assessor's Parcel Number:��q Iiave. read the requirements for accessory dwelling units contained in,Chapter 20.21 of the Edmonds Community Development Code (ECDC) and understand. that an accessory dwelling unit as defined in ECDC Section 21.05.015 is prohibited until an Accessory Dwelling Unit Permit is approved. I also un du'rst.and thm an ACccsso y 1 wclling "nit Permit cannot be approved unless all the criteria in Chapter 26.21 are met, and'all the necessary iteii's are submitted, Illeludlllg a.n of Idavit. of occupancy and a. covenant to be filed with the Snohomislh County regarding tile, r gula(ions imposed on Accessory Dwelling Units. Property Owner Signature: rr Prc►p rty Owner.Name (printed): Rangy r. N C` I�r Date: iRJ S/%o STAI E OF WASHINGTON ) COU 'fY OF SNOHOMISH) l certify that I know or have satisfactory evidence that :signed this instrument and acknowledge it to be his/her free an vob luntary act for th rc� ises and purposes mentioned in this instrument. Notary's pressure seals n►ust be. smudged. Dated: Signature of JIMN41" STA'IIS Notary Publis SiT PLOBW Residing at:w EXPilRf9 Nly Appointment QI 30.13 Expires: -3C}-13 TFIIS. DOCUMENT MUST' BE RECORDED WITIF SNOHO OUN'1'Y AUDITOR,2 4'v-D% N ei AAm,1l /Z ' t o n Q � � i A of E.UM O � • _Y tia N CITY OF EDMONDS 121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: The applicant has proposed to subdivide one lot addressed as 1128. Viewland Way into two lots. The required plat improvements will include over 500 cubic yards of grading, which is not expected to exceed 3,000 cubic yards. (File No. S-05-172) Proponent: PMA Development Services Location of proposal, including street address if any: 1128 Viewland Way Lead agency: CITY OF EDMONDS The lead agency has determined that the requirements for environmental analysis and protection have been adequately addressed in the development regulations and comprehensive plan adopted under chapter 36.70A RCW, and in other applicable local, state, or federal laws or rules, as provided by RCW 43.21C.240 and WAC 197-11-158 and/or .mitigating measures have been applied that ensure no significant adverse impacts will be created. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. XX There is no comment period for this DNS. This DNS is issued under 197-11-340(2); the lead agency will not submitted by nds, WA 98020, .act on this proposal for 14 days from the date below. Comments must be Responsible Official: Robert Chave, Planning Manager Project Planner: Jennifer Witzgall, Planner Phone: 425-771-0220 Address: City of Edmonds, 121 5th Avenue North, Edmo Date: zi�l ��06 Signature: zO XX You may appeal this determination to Robert ChavePlanning Manager, at 121 5th Avenue North, Edmonds, WA 98020, by filing a written appeal citing the specific reasons for the. appeal with the required appeal fee, adjacent property owners list and notarized affidavit form no later than May 1, 2006. You should be prepared to make specific factual objections. Contact Jeri Witzgall to read or ask about the procedures for SEPA appeals. XX Posted on April 17, 2006, at the Edmonds Public Library; Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. RECEIVED JUN 3 0 2uF3 DEVELOPMENT SERVICES CTR. Pagel of 2 CITY OF EDMONDS LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science December 14, 2006 rRE Mr. Mike Arnim F/LiF PMA Development Services, Inc. 19400 — 33`d Avenue West, Suite 200 Lynnwood, WA 98036 Dear Mr. Arnim:,' Subject: Geotechnical Investigation 0,, Proposed Single -Family Residence 1128 Viewland Way Edmonds, Washington RECEIVED L&A Job No. 6A166 JUN 3 0 2010 INTRODUCTION DEVELOPMENT SERVICES CTR. CITY OF EDMONDS 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.#}x�k} -�1 recommendations. V E. D I . AP 110s i PROJEC AN 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 EVE Kenmore, Washington 98028 Phone (425) 483-9134 Fax (425) 486-2746 UREET FILE December 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. 6A166 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 Man of the Eastern Half and Part of the Western Half Quadrangles Washington, 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 S 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 GENERAL 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. lo ad.' 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. 6A166 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:1 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 of traffic loads should be constructed with compacted structural fill placed over undisturbed, proof -rolled, firm, native, fi-esh 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 embanilment. The slope of permanent fill embankments should be no steeper than 2H:1V. 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 GENERkL 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. 0 U 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. 6A166 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 I 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 comer. 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 wali, 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 1/4H:1V 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. 6A166 Page 14 Construction of the rockery wall should follow immediately aftercompletion 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 A ASSOCIATES, INC. December 14, 2006 Proposed Single -Family Residence L&A Job No. 6A166 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. - - ' .' 1 0 - 1 0 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 nunm»e 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. �A 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. 6A166 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. 6A 166 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 & ASSOCIAT]ES, INC. I 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 callus if you have any questions regarding this report or need further consultation. %1 G 1�ti . 0 �. ,' Yours.very truly,. LIU & SSOCIATES, INC. h rT I i \ '%PQ 27589 4�. J. S. (Julian) Liu, Ph.D., P.E. '^sIoN„L G Consulting Geotechnical Engineer EXPIRES 7/17/ G-oo y+ Three plates attached LIU & ASSOCIATES, INC. low cP. `Sey vT C y m ocs. L� A. asao %y _ F4 Q� o < 185TN 186TH` IBSTH iz P 4v\ HUTT EL SW P('$W: aqa �' pK $ 86TH PL S 187T}I 186rN ST PL Sw 18J ST SW Y sr Sw �` 3 _ m 8 m Q 188TH . a18 ST SW"'= j C Ia9TM , 1- .. 843 00 PL Al A� 189TH S SW 3' a W ER T MAKE PL 19 a 190TH ST SW ST SW CHEERR ST Sv? �9 N I191ST PL Sr 191ST ST 3� 9600 0o Q� < 3 0 pI I =. '< su m ,� 92Wos 192ND ST SW AV FOR I a Q BOTH Eqpt /sT GV� QPI IN ��� C ~ G c�AO (� DELE$T = DR I `� 1 197Pn PL Sw > x a) �n '4 P 'T EPIElSla0. 9A �vLV $ 191IN PL Sw 2. 'o 194w 3 3 SUBJECT I 196TH 196TH ST W P 8600 $too SITE PUGET DR ST SW 191TH S 2i ST Sv2 arn3 y:� BROOKyERE HINOLEY �`LN V EW WY co .E STBSIW_ o' z too DR BROOKMERE ST 1aj Q --- z m 19 3 c PLBSw ' x EGMOND'S SPE S Z ST Z $T f ""Qq-° UNDERWATER v1Eul+ooa PARK GILTNERI VISTA 800 14R/tA1W VISTA H' W1 x �� 200TH o ST SW 8300 = BRACKf.TTS / J Q TER LN PL io LOHA wY ALOHA IN $ > CAROL < > 1 Q ' CSCMC 201ST SIERRA 2 2 L N CDOR z n 202ND = m a; LANDINGWND BEACH o Q �2 > ST ALpN ENL Q GLEN ST Iq1 SIERRA ST Sw �r` . >< S7 SW a > 0 z s ST <> T �LEM $T Q U �E� Ali QL o ' -� S 3 s t03PD za3RD `_-- ,. PL 5w 207PD PL Sw Sw r ti % 8 m . co Q toinl Sr rncLwu ` �, e �.�14 OS DALEY `-� ST 1 d �_ cz o N 204 1 ' S Sw 3 10L 1N i/ 700 800 SPRAGUE FErr1 rErdUNLL J ._ eF SrQ a O 8 J ST o .1ti 8 o rn$ PL SW a a eaAcx s �`� _ n 1ST 3 205TNSW NLNP1 PARK NOM. ' :p PO ST EDMONDS HILL PK ST �I P sw a <> 206TH a� CH� r ¢. ,r` ♦ PAPR ♦ ARIDE BA-, ELL ^ x ST €" ---- ELL ' f H1L �I 201TH �„w ST $W z < eoo OL 1Mp/C ' ,CL- aT 0' h ♦ NIST ♦ • ST DR N 2 71H PL $w sT sw N �° F s 1US �N I N $ $ ST 2 I PL Su co co s r'ON N DAYTON L e ST �tL a d s t a' N e60o c zoe� sr m 3 Yes 2oarH PL _:' $ 400 MAPLE c" crr 8 Tn h " ST 12�3 MAPLE > w1 Q$ a 209TH PL y 5 Sw _ < ALDER N $00 > < ST 3 T x Sw3 !O o 210TW 3 e��m iiiww� s ALDER!"' ' UNION a' O = 600 N N m to W 4 ' Q. LJs� $ t PL w in = �212TH $ B00 LNUT ` 900. O OIL , . Soo HDLLT DR �Q <CFFL( AR PL ' PARK RO 0�jN, a �0��4 r FS % 0 L ST SW � CEDAR o00 ST CE -- HDWELL WY T„ IA > v sprat w d �,rf eoo z= MARSH p 8� 'ro E mo s 57 =_ = o I R!) P10NEE0. f�E�,vl 3 m 2I3TH ST > PRUCE< SPRUCE Q SPRUCE RO. Z HEMLOCK ¢ CD Q HEMLOCK vT -- U0.EL a < a o A Lit 2141H PL SW Sw y 21 TH PL Sw Q j ERBE ¢ 5S T = J� --]_ UUREL LAUREL 1^' 215TH ST PLST 4 SW > 21STN $ 215 $W ST 215TH ST $w i— LAJDR N 5T Sw ? - 2151H 3 o " ~ _ 215TH PL —� 3 w 216TH ST Sw 216 Pi PL 9200 Sw 217TH ST ' = a >< F = v)l 2 v p h FORS o0 900 >< 'a MAKAH > I (h IN < _ F ^ - - < 8 T17TN PL SN SW 21In1 ' 2 S F1R N ' Q PL z FIR PL FIR < > ST _� < = z1BTH' eE ¢ 218TH o in ST � SW 880 oy 26 I J Z s No $ 700 u, $ > -m 25 ' a _ N �' STi a 19TH $'� 2 - COOLA + N < Q ELM - T Sw ^ _ '- C<ST = 1— s 219TH $T Sw D I E Sr E sT 22 7N o '< SW w = JTCOMB Q y< ELM wr i _ =�iz N6 s 9J00 3 �'p d z 9000 t s� a600 0 $hT0 220TH PL r, < BIRCN 4 -- n rn SSi�PII = co 221ST PL 1 DOGMgOp �' I r c�� 1 N B c 8R K ao RCH PL T)ITW Q' F a .a > s a w 222ND ST Sw a«sr z I= z ur a QQ� e W x sw 8I" �tl °' mtv p. $T lwLSNAMIrm st VICINITY MAP LIEU & ASSOCIATES, INC. SINGLE-FAMILY RESIDENCE 1128 VIEWLAND WAY EDMONDS, WASHINGTON Geotechnical Engineering • Engineering Geology Earth Science JOB NO. 6A166 DATE 12/12/2006 I PLATE 1 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. U' ��g Yours.very truly, . o 4'4 ` G LIU & SSOCIATES, INC. 27589 J. S. (Julian) Liu, Ph.D., P.E. 's� G Consulting Geotechnical.Engineer ANAL + EX -G 7 / 171�00^ Three plates attached LIU & ASSOCIATES, INC. ►�onI-WOVEtJ . F►LT6 ( / Ga�K► �L �rt� 12M to. 12" FjA�-IC SLOPE � `JTFEp�fZ Or�-SI'iE �jOILS Q�PSOI L P� D LOGQSE W6.TM egeD Na STF�PErZ 1(' THE 1/4 N : 1 v ro 4" Ko&K SPALL P K/a ► rJ RGtik GO CJ KS>; Dr-ASE..To VER`(- Dr✓1✓ F10 & To (,'0ARSG 5A1 D SOIL", CU T �4 Pl:RFoR T&D, R I � ID' Pic- 62 SW.TTeD A05 P20<1'1 PIPp- W91"PPro I rl ►�dr.l-WoVErJ 1%I LTG-12 �grll c. 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 quarry spalls, placed in lifts after completion of each course of facial stones. ROCK SIZE AND WEIGHT SCHEDULE ROCKERY FACIAL STONE SCHFDt1l_E 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 t 4.0 - 4.5 LIU & ASSOCIATES, INC. Wall Height 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 Geotechnical Engineering • Engineering Geology • Earth Science TYPICAL ROCKERY SECTION SINGLE-FAMILY RESIDENCE 1128 VIEWLAND WAY EDMONDS, WASHINGTON lb 1� _APR•,� 1,�u� h�)i`r1iikFS iS=1^'G11nY71Pl`S5^IltmVfw Hirub roa-,i ti1aY :� � «�.e..""���e1,Y� �.:::'1..,..,,�� i..�.��A� •v'li' i Y _ eq� Ip-.ur�� �. i �Ii 1 � I t 1 n 1 ^t t� 11t "h I p � ^11' I�FT I i7� 11"'u'^' 'Cd��ijG �S7n v� •� � ITlU". A"- p� tG7a- ,� .,l r a i�n'+t , I, 111 SI4\IIJI mall yF 7�111 �(thJ � ��,^ � � ) � � i4 tll�1 )(� l�y�l �.IY�'�'•7{1R�'y�'�'I�n(�r1��1i 'YI(<'�Ant7fil•rll•I� 1'illi,�/jj� � 1�./., (i�+�fk!r.7vwiJY r;1it�t�kid sa^A"'fit �1A x ;12tGik�1 �Fn9l �+� fA!W.Sv 1}�EA�r�ij'"!£t1NJcn�71(M4M1drt1 1rLl�S �h a)lT,IC:t M r' cni7N.�, �(°{ afi Y il��'111ti'{1FI1 :. • • ��n� '' � �f�►' '`�.� •�.���i `li`,>`.,�'.��1�'1 %i�Hlr"��i1►. _ . • . Ifa, l i trn v•�ix�arn n��S Jj•L•I:Ya•�:S ��= �I �r�� U HE da�?4 �� >v�•-��5��n5�• _ I�}j�jl�1)Q��dg9''i Yik$ Ri2>t ✓.- E;� • •<�Ln � ••.. �Ii.Y,?'�u�(+�rJq•����r>�71��. ��• /r � - � -� rh't�,,,,,r i n���` q­� 1� � '�r`1..',�,n� fa (J` IIt4S!'T•l;'��/+'� , �� • I a .YS �f�'j�,��y,� �� �)4 �, ��^g3liti/�1iSyl+�''1�4r� VIV, � (�•� I.! t.' r (�a'it1i. f,SS y '�!(';/'Iil1y..�t 1�11^a�lf�al �K.`�'''Y(((iil�q�,'i - • 1� � ��}�^}}S,�'' ?i(i�C�'`;��1 •S r{ I J1%1i�r�\b{j1.111}��� 17�.t Syl�%k#Il'i1TStr �. • 'q'" t ),�: r1lf 6'� � � a•d� LvS.ei&, ,�r . ay �1� cl I 1 ",;1,. ,,., �; I s •0� NOTE: PER C.O.E. . DTL#EV1 \ u IM-1 9.6 I o I I 0 c �\ w n 1 MAINTAIN 1:1 SETBACK -16' \ ) I ui 16 I .I FROM TOE OF TOP WALL-215. 1 1 i TO BACK OF ROCKERY BOTTOM-2 /1 N 8 IPRIVA CB I is I i PER C{O.E. DTL#E8.120-TOE OF TOP W 1d 20i0 I 1 H , SEE OTE 2, r I I SHAW BE 3'(MAX) ITT ABOVE EX GRA9Il:IL2I17,p I I z16. WITHIN SETBACK AREA o J IM-220,0 __ J I t 1 Bg�IT FV-200 0 J RIM 9.7 1 °E I I l N 1 r INV-217.0 224.0 I i I to MAIN FFj1210. INV 7.7 l I - -I I \ N 1 1,96� sq. (. o \ \ \\ o ; \ o, {, w ZIs.9 Fc\ I _ 15 7 8 sy. ft. i 1 f Q BSMT FF-220 I 11 N N O yn : N1 ,%' I MAIN FF-230 r� f I I I I s �c I I I W L- - - of \\�2LI AS`\`� `\ _ - \ 22+,0 Fc I J RIM�22 .0 'o NV 22 0 I o (v.) x \ g IRNV}-297 6 I I IIV= 1 . ` 1 z2o.o Fc l �_ RIM-220.0 ) Z 4�SOR35 PVC I INV-21810 ? 1 or ) I \(TYP,) \I M-20Q.0 RIM- �20.0 .0 I INV-N7.4 N co co 220.0 F A c YARD DRAIN- z 0. I. I 0054890 O 4p �2p N(T) SEE NOTE IN - i I I ? MARION I NOTE: PT 1 10 )20.0 FG EX, CISTEI \E x SYSTEM 7 NOT BE C MAINTAINS x 0 � p l 4r e O / 1� So I N OYVNEi2S, 95.0.E r,v 182.9 4LT R A WAYJ ( 331.0 ^ { EX. SSCG #208 . (NOT FOUND) D EX. 36" DIA CIS \ 00548900001908 TOP=223.98 GP X. SSMH#208B JERRY THOMPSON . INV-222.28-4"NE . Fp P>-205.01 INV-219.58-4"W I 9, INV-195.32 I I7C.1890 April 25, 2008 STRUT FILE CITY OF EDMONDS GARY HAAKENSO MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: wwwdedmonds.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: 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 R110.5 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 1 and 2 are responsible for maintenance of the improvements. (See attached copy of the recorded short subdivision). Incorporated August 11, 1890 C] -, -- /,- -- T I -I - T 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.n8erely, wanA�oan Development Services Director Attachment cc: J. Zachary Lell Jeannine Graf Jen Machuga NEWLAND MWgTs jD JO' I VOLIAdE A PAGE 84 I.••- I B �X. y�'` _ I - �YIE�yAND �,' EX. CASED CONCRETE MONUMENT 2• BRASS CAP MTN -X' I J WAY /Wf� -•-•-'-••----- - -- - �� ry MEWLAND WAY N89.3e'n'X-f7s.00'.•••• --'I- O I ~// I J0.00'••r----�- i/5.00' '•S %Isn4 • I� I �.I I I 7 i IL 77 N 89'34'28' W N 89'38'17' W-186.00' --- �'•- .•' •�' 20' PRIVATE DRAINAGE-J I . �, ..... ,_ EASEMENT n TO •- BENEFIT LOTS I AND 2 Iuk W $ i I8 ti�c� �e.s@sF I s IWF aj r I EXITING REPAR••? ",+ -••'-' _ J I o IM1 EXISTING REPAR TN PLASTIC CAP N1TN 9L�STIC'CAP NO'0. L 0. _ - •- APPRDwyAIE LQGATION •_ UTIU iI'MMES TOR NO'D. 30450 N 89'38'1 .. p,l l' S `\ ]" W-I15.00• DE •: 01$TR19llff TION EASEMENT PCR•QCC. \ N0. 2321]6„r / • I, "' • PQT• ry I I I\IN PAVEMENT, EXISTING NAIL MIT WASHER NO'O. 30450 u iv TAX PARCEL MO. W5489000CI912 a 5 30' 30' I 1. I SIERRA STREET \ EX. CASED CONCRETE MONUMENT WIN 2-t/2• BRASS DOME WIN '%' AUDITOR'S FILE NO. 2007ogI(o52.33 IN ROCK, SET TACK I IN LEAD PLUG NTH WASHER NO'D. 22%9 VEWl.AND RWtirS VOL/AE A PAGE 84 N 89.3817• W-228.25' Yn LOT 8 N 0 N IL In m TAX PARCEL 1Qaj NO. 00548M0001906 L` 02 LOT A ¢ V PRIVATE WCRESS k EGRESS EASEMENT /2 FOR INC ADJACENT PROPERTY OWNERS (REFER TO PRIVATE EASEMENT AND PRIVATE MAINTENANCE PROVISIONS BELOW) Ax.w N e9'34'28• W-' '-- -�` 95.00'VEMENT, SET NAIL 331 a0' 10' PRIYNRC• WASHER NO•D. 22969 PRIVATE INGRESS B EGRESS EASEMENT /1 ,3,�,, DRAINAGE EASEME7. FOR THE ADJACENT PROPERTY OWNER$ ii 3 K FOR THE ADJACEN PROPERTY OWNER (REFER TO PRIVATE EASEMENT AND d• li 0 , PRIVI�IE• EASEMEN PRIVATE MAINTENANCE PROVISIONS BELOW) '_iy(�z MAiN1ENANCE PROyL9K)TNS BELOW) _ TAX PARCEL T 15,708 S G S -22• X 1" PRIVATE SANITARY• izNER, EASEMENT TO BENEFIT -.LOTS 1 AND 2`••-= AY C l2 78 J (L LIT I I=( I ZI I < I CALCULATED POSITION I PER PUT OF HARBOUR VIE. ESTATES. RECORDED IN VOLUME 45 OF PLATS. PAGES 72 AND 73. UNDER AUDITOR'S FILE NO. 9405035001 i W�E S SCALE 0' 15' 25' 40' 6O 80' BASIS OF BEARINGS N 010'30' E.AS MEASURED ALONG MONUMENTEQ CENTERUNE OF MYOPIC AVENUL. BETWEEN WEWLAND WAY AND SIERRA STREET. PER THE PLAT OF NELSON ADDITION„ RECORDED IN VOLUME 19 OF PLATS. PACE 89, UNDER AUDITOR'S FILE NO. 1442466, RECORDS OF SNOIOMI,SH COUNTY, WAINGTON STATISTICS I EQUIPMENT: TRINRLE 56 ELECTRONIC TOTAL ST. nDN - METHOD: HitAVEHSL FIELD T ACCURACY:- CONFORMS TO WAC 332-130-090 MONUMENTS VISITED: 9.16,2005 N0. 0054890000191J A% PARCEL TAX PARCEL -• N0. 00548900001902 �'-•- NO. 005489000019D8 -•„ TAX PARCEL _ N0. 00518900001909 - TRACT V I LEGAL DESCRIPTION FWrr SOUND MACMWRY DD O7- FNE ACRE 7RAL7S - VOLJAff 4 PAGE 47 ....... _ '•-_ ••--.... THE WEST 331 FEET OF ME NORTH HALF •. .. _-•�• •,• •'�••--•--••-'- Or TRACT 19 EXCEPT ME WEST 145 FEET OF THE NORTH I38 FEET OF LOT 19. _ PRIVATE EASEMENT PROVISIONS _ PUGET SOUND MACHINERY DEPOT FIVE ACRE TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 5 OF PLATS. _ _ •' PACT 47. RECORDS OF SNOHOMISH COUNTY, 1. PRIVATE DRAINAGE EASEMENT /1 ACA055 LOT 1, AS SHOWN HEREON. IS HEREBY RESfRRAD FOR',LNQQ WA iED TO THE•.•' OWNERS Of LOTS 1 AND 2 FOR ME PURPOSE OF OPERATING, MAINTAINING, WASHINGTON. AND RECCNSTitUCTINO STOTIM WATER FACILITIES. TOGETHER WIN THE RIGHT OF INGRESS AND EGRESS FOR SUCH PURPOSES. ....... -SITUATE IN THE COUNTY Of SHOHOMISM, SPATE Of WTHE CGTON. 2. THE PRIVATE SANITARY SEWER EASEMENT ACROSS LOT I. AS SHOWN HEREON, IS HEREBY RESERVED FOR JXV�NIED TO THE OWNERS OF LOTS 1 AND 2 FOR THE PURPOSE OF OPERATING, MAINTAINING. AND RECONSTRUCTING SAW.iNO SEWER FACIUYES. TOGETHER WIN THE RIGHT OF INGRESS AND EGRESS FOR SUCH PURPOSES, J. PRIVATE INGRESS AND EGRESS EASEMENT /1 AND /2 ACROSS LOTS I AND 2, AS SHOWN NEREON. ARE MCREBY RESERVED' FOR AND GRANTED TO ME OWNERS OF ADJACENT TAX PARCEL NUMBERS 005489000U1912, OOSM900001913. 08W900001902, ' OOSM900DCI AND 0054e9DDDD19pe, 00548900QUt906. 4 V LEGEND -}- - EXISTING MONUMENT 15 NOTED • - SET PROPERTY CORNER. AS NOTED •©_ 1/2' X 24* IRON REPAR WIN PLASTIC CAP NOD. 22%9, WLL BE SET AS CDNSTUCY- IS CCMPLETEO u _ MEASURED COURSE ANO/GR DIMENSION NA _ COURSE .NO/OR DIMENSSOM PFP PLAT OF NELSON ADDITION (VOLUME 19 OF PLATS, PACE e9) EVE . COURSE AND/OR DIMENSION PER PLAT OF EDUONOS VIEW EStATTS (VOLUME A4. PAGES 203 AND 204) R . COURSE AND/OR NIENLON a NEI,— PP - EXISTING 'JCLTY POLL . PIT ATE DRAINAGE EASEMENT /2 ACROSS LOTS 1 AND 2, AS SHOWN HEREON. IS HEREBY RESERVED FOR AND CNMI11iiD0 .A _ THE OWNERS OE ADJACENT TAX PARCEL NUMBERS 005AB900001912, 0054590000191; OOSA8900001902, 0034890G001908. 00548900001909 AND 00548900001906. PRIVATE MAINTENANCE PROVISIONS •• ".SH'O-RT SUBDIVISION 1. PRIVATE DRAINAGE EASEMENT /1 ACROSS LOT 1, AS SHOWN HEREON, IS FOR THE BENEFIT OF LOTS I AND 2. TIE OWNERS OF SAID LOTS SMALL BE JOINTLY AND EQUALLY RESPONSIBLE FOR ME MAINFENANC, REPAIR. AND/GR RECONSTRUCTION OF THE DRAINAGE FACILITIES THEY BENEFIT MOM. 2. THE PRIVATE SAWTMY SEWER EASEMENT ACROSS LOT i, AS SHOWN HEREON. IS FOR THE BENEFIT OF LOIS 1 AND 2, THE OWNERS OF SAID LOTS SMALL BE JONTLY AND EQUALLY RESPONSIBLE FOR THE MAINTENANCE, REPAIR• AHD/OR RECONSTRUCTION Or THE SANITARY SEWER FACILITIES THEY BENEFIT FROM, 3. PRIVATE INGRESS AND EGRESS EASEMENTS NUMBERS 1 AND 2 ACROSS LOTS 1 AND 2, AS SHOW HEREON. ME FOR THE BENEFIT OF ADJACENT TAX PARCEL NUMBERS 00548900001912, 005M900001913, OOSM900001902, 005A89000U1908, 00548900001909 AND 00548900001908E THE OWNERS OF LOTS I AND 2 OF INS SHORT KAI (S-05-172), SNAIL BE JOINTLY AND EQUALLY RESPOFNSBLE FOR THE MAINTENMM. REPAIR, AND/OR RECONSTRUCTION OF MAT PORTION OF MY DRIVEWAY IMPROVEMENTS LOCATED 1MTHIN SAID EASEMENTS, TOGETHER WIN THE RIGHT OF INGRESS AND EGRESS FOR SUCH PURPOSES. A. PRIVATE DRAINAGE EASEMENT /2 ACROSS LOTS I AND 2. AS SHOWN HEREON. IS FOR THE BENEFIT OF ADJACENT TAX PARCEL NUMBERS 00548900001912. 00548900001913. OOSM900001902, OO548900001909, 0054e900001909 AND 0 0SAe9o000I906. THE OWNERS OF LOTS I AND 2 OF TNIS SHORT PLAT (S-05-172). SHALL BE J FITLY AND EQUALLY RESPONSIBLE FOR THE MAINTENANCE. REPAIR, AND/OR RECONSTRUCTION OF THAT PORTION Of ANY STORM WATER FACIUTIES LOCATED WTHIN SAID EASEMENT, TOGETHER WTH THE RIGHT OF INGRCSS AND EGRESS FOR SUCH PURPOSES. FOR RklA_-D£IiE1 PENT SERVICES, LLC IM•.NEl/4',Nei%4, SE.GT7QN 24 T.27N., R.3E., W.M. .CITY--QF:EDMONDS SNOHQMISH ,COUNTY, •WASHWGTON CITY OF E04QND5 FILE IVQ-SS05=172 -SHEET 2 OF 2 L� „ Lovell-Sauarland & Associates, inc. ETyineern/SDiveyore/planers/D<velapmenl .ConuJLmtp - e-mWD: iT1(nW9teT�inN:eli9E <IB9•� Tle�liWee�ielerinl,rnm 194DO 33rd Avenue T., Suite Mo LynnWcod, WA 9B0.1&" (425)775--TS9i • (425)87'2-79 R I•r DWTM --- DATE I.B. "C - rDl NO KAI IT.T. 'Il.07 A90,P1. r. 40'-.-4904-0_05 .••6ECLARATION OF SHORT PLAT ` `•�•••. - -•"KNOW ALL EENRY•TEW PRESENTS: ` MkT-PNLDEWLOPME,TLSERNCES. LLC, A WASHINCtON UNITED UADIUTY CORPORATION, .• O+++ER(S).OF THF REREIM DESCRIBED PROPERTY DO HEREBY DECLARE AND DEDICATE THIS SHORT -PLAT, AS APPROED BY ME CITY OF EDMONDS. ON ME 23RD DAY OF XW. 2006, UNDER ME OTT' QF.EDMONDS FILE MM 5-05-172. AS THEIR FREE AND VOLUNTARY ACT AND OECD IN ACCORDANCC NTH THEIR DESIRES. WE MERE`Y SET CAR HINDS AND SEALS THIS I •�' DAY OFpl - 2007. ACKNOWLEDGMENTS STATE OF WASHINGTON) )SS. COUNTY of SNOHOMISH) I CERTIFY THAT I KNOW OR HAW SITISFACTORY CMD GE MAT JURCEN P. SAUERLAMD IS ME PERSON WHO APPEARED BEFORE ME AND SAID PERSON ACKNOWLEDGED MAT HE SIGNED MI5 INSTRUMENT. ON OATH STATED MAT HE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AMD ACKNOWLEDGED IT AS ME MEMBER OF PMA DEVELOPMENT SERVICES, LLC• A WASHINGTON UNITED LIABILITY COMPANY, TO BE ME FREE AND VOLUNTARY ACT FOR ME USES AND PURPOSES MENTIONED IN ME INSTRUMENT. DATED: SA- 15,2007 //jj••)) ��fy /L, NOTARY KOLIC (SIGN) 1Ni1 L STATE OF WABMNQTON ILLY A. MITCEEEL (PRINT) K61Z A• MtTUi ELL MyAppoYtlnrvEglY- NOTARY PUBLIC IN AND FOR THE SLAT OF NOYE]IBEA 15.2010 WASHINGTON. RESIDING AT LVQ Jri Ai MY APPOINTMENT EXPIRES lI STATE OF WASMNGTM) BY: .•• •... )SS. NICHAEL ARNIM, M 18 •- •' COUNTY OF SNONOIIISH) •• �� :' I CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE THAT JURGEN P. SAUERLAND _ SIGNED MIS INSTRUMENT, ON OATH STATED MAT HE WAS AUTHORIZED TO EXECUTE ME BY: liVlf•r"�_ C. MICHAEL ARNIM, ATTOgNCY-IN-FACT, INSTRUMENT AND ACKNOWLEDGED IT. AS ME ATTORNEY 16M6E Of TAJA DEVELOPMENT SERVICES, LLC. A WASHINGTON -IN -FACT OF DIANA D. SAUERLAND. LIMITED LIABILITY COMPANY, FOR uARGARCi ARNIM, MEMBER • __ •- TO.6E ME FBEE AND VOLUNTARY ACT FOR ME USES AND PURPOSES MENTIONED IN ME _ YISTPUMENY FRONTIER BANK - AS LENDER DAILY . ........... •••� •"DATED: -Auaoi& ISM407 BY. �Ia `-(SIGN) NOTARY PUBLIC STATE OF WASNNQiCN ITs (/iRs PA�N:IQ�.1` • (PRINL2)-iGQ-L•Y`A•MfTCHfik,L ' :.NOTARY PUBLIC W AND FOR.CTTNSTA�T[y•O�f� •• WASHINGI(2K-RESIDING•AT _4YtL`MKI_ WR_ NOVEfESFJI 16.2010 MY APPONTtEy EXPIRES II.IS-�1DI0 RESTRICTIONS ACKNOWLEDGMENTS STATE OF WASDUNGTO.N) )S5. COUNTY OF SNDHOMSH) I CERTIFY MAT I KNOW OR HAVE SATISFACTORY EVIDENCE MAT C. MICHAEL ARNIM IS THE PERSON WHO APPEARED BEFORE ME AND SAND PERSON ACKNOWLCDGED MAT HE SIGNED MIS INSTRUMENT. ON OATH STATED MAT HE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT AS THE MEMBER OF PMA DEVELOPMENT SERVICES, LLC, A WASHINGTON LIMITED LIABILITY COMPANY, TO BE ME TREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES MEN—ED IN ME INSTRUMENT. DATED: TU�/Uq st 1 ,4112007 (L (SIGN) I d% &AA! & NOTARY Pj8LIC STATE OF WA& WXrrD N PRIMT) KELLY A. MITGHELL TELLY A. WTCIpL NOTARY PUBLIC IN AND FOR THE STA OE My AFFDMnrr EWbRIR WASHINGTON, RESIDING AT Fy� NOIELBER 13, 2o10 MY APPOINTMENT E%PIgES II.I S.ZaIO STATE OF WASHINGTON) )SS. COUNTY OF SNOHOMISH) I CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE MAT C. MICHAEL ARNIM SIGNED MIS INSTRUMENT. ON OATH STATED MAT HE WAS AUTHONIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT, AS THE ATTORNEY -IN -FACT OF MARGARET ARNIM, MEMBER OF PMA DEVELOPMENT SERVICES. U.C. A WASMNGTOH LIMITED UABIIITY CCNPAHY TO BE ME FREE AND VOLUNTARY ACT FOR ME USES AND PURPOSES MCNTICKED IN THE INSTRUMENT. DATED: �^l V II I I r A: E I (SIGN) IV1'y1 �,�ETZ� Pc�— NOTARY Pl15UC �— STATE OF WASTHINIOTON (PRINT) V, J y A. MITGFi ELL TELLY A. M11C/ELL NOTARY PUBLIC IN AND FOR THE� OF My AQp.60 -aeM&- ,S.�T�A�7[ WASH(NGTON, RESIDING AT E�V NOVIDAWR 15. 2010 MY APPOINTMENT E%PIPES jA_f��.yCLLJ THE PROPERTY DESCRIBED HERE. IS %B.ECT TO ME TERMS AND CONDITIONS FOUND STATE OF WASHINGTON) IN ME FINAL APPROVAL Of ME SHORT SUBDIVISION AND ME ATTACHMENTS THERETO. A COPY OF SAID DOCUMENT IS LOCATED IN FILE S-05-172 IN ME ONCE OF ME CITY OF EDMONDS PLANNING DIVISION, 1. NO UNES OR WNES FOR ME TRANSMISSION OF ELECTRIC CURRENT OR FOR TELEPHONE USE, CAN, FIRE OR POLICE SIGNALS OR FOR OTHER RURPOSES, SMALL BE PLACED OR PERMITTED TO BE PLACED UPON ANY LOT OUTSIDE ME BUILDINGS ME EON UNLESS ME SAME SHALL BE UNDERGROUND OR IN CONDUIT ATTACHED TO ME BUILDING. 2. THE PROPERTY IS W9,CCT TO THE TERMS AND CONDITIONS OF MAT CERTAIN 'DISTRIBUTION EASEMENT' TO PUBLIC UTILITY DISTRICT MO 1 OF SINOROMISH COtRITY, RECORDED UNDER SNOROMISH COUNTY RECORDING NO. 2324767. 3. THE PROPERTY IS SUBJECT TO THE TERMS AND CWOTICNS OF MAT CERTAIN 'DISTIBUTIW EASEMENT- TO PUBLIC UTILITY DISTRICT NO. 1 OF SAMOMsh COUNTY, RECORDED UNDER SNOMCMISN COUNTY RECORDING NO. 2007061400110. ME DESCRIPTION CONTAINED THEREIN IS NOT SUFFICIENT TO DETERMINE ITS EXACT LOCATION WITHIN ME PROPFRTY HEREIN DESCRIBED. TREASURER'S CERTIFICATE I HLHLUY CERTIFY MAT ALL STATE AND COUNTY TAXES HERETOFORE LEVIED AGAINST ME PROPERTY oESCR18ED HEREIN, ACCORDING TO ME BOOKS AND RECORDS OF MY OFFICE, HAVE BEEN FULLY PAID AND DISCHARGED, INCLUDING 2 Y TAXES. - > oos•Alggaaoo�00S TREASURER. SNOHOMISH COUNTY p DEPUTY ,?WNT/'TRVSURER AUDITOR'S FILE NO. 200'10%16SZ35 RECORDING CERWICATE FILED FOR RECORD BY MIS DAY OF A IG VW 20 U1 , A.D. AT QQ MINUTES PAST '— O'CLOCK P 4. AND RECORDED IN VOLUME /' OF 11 PAGES _, RECORDS OF SMOHOMISH COUNTY, WASNINGTON, CAROLYN D(EPENBROCX AUDITOR DEPUTY AUDITOR APPROVALS - •' • _• _ •' )SS. COUNTY OF SNOHOMISH) •. •-• I CERTIFY MAT I KNOW OR SATISFACTORY EVIDENCE EXAMINED AND pPWOWD MIS DAY OF,((�uJT 20 �. IS THE PERSON WHO APPEARED BEFORE ME. ANDS THAT KN D PERSON ACOWLEOCEO THAT JLE_ SIGNED MIS INSTRUMENT, ON OATH STATED MAT }5/. INSTRUMENT AND ACKNOWLEDGED IT AS ME VIL WAS AUTHORIZED TO EXECUTE THE 1E \TT L /���bY%IiT OF FRONTIER BANK TO BE ME FREE AND VOLUNTARY AZT OF SUCH PARTY FOR ME USES fgg •(U ED ONpS ENL�IEER. VI ON .•• - AND PURPOSES MENTIONED IN ME INSTRUMENT. EXAMINED AND APPROVED MIS 1• -_ QAY OF A A DATED: _.J�6);y$ 15,2DO7 ���I�,� (SIGN) / �•��•-� NOTARY Pl.6l1C STATE OF WASWNOTON DS PLANNING DI NS lR "•••• •• IETLY A. MITCiEIL • - -.......... (PRINT) KEL13 AMITCt{ELL WApp.O* It epb_ _ -• .•'' NOTARY PUBLIC IN AND FOR ME STATE OF MOMpSER IS, 2010 '- WASHINGTON. RESIDING AT FLNYifi MY APPOINTMENT EXPIRES II.IS.ZL]IO HOLD HARMLESS AGREEMENT `-. ' •- ••'.- •• OWNERS, AND ALL PERSONS HAVING ANY PRESENT OR SUBSEQUENT OWNE?I aP•INRRCSYIN I ' - THESE LANDS. AND ME SUCCESSORS AND ASSIGNS OF OWNERS OR OMER PARTIES HAVING' ANY SAID INTEREST. HEREBY AGREE MAT ME CITY OF EDMONDS SHALL BE HELD HARAREESS IN ALL RESPECTS FROM ANY AND ALL CLAIMS FOR DAMAGES FOR NJUMCTlW RELIEF WNICM MAY BE OCCASIONED NOW OR IN ME FUTURE TO ADJACENT LAND OR IMPROWMENTS-BY _ REASON OF ME CONSTRUCTION, OPERATION AND MAINTENANCE OF ME DRAINAGE SYSTEM, AND HEREBY WAIVE AND RELEASE THE 01 OF EDMONDS FROM ANY AMID ALL CLAIMS FK9T ••••.• DAMAGES, EXCLUDING DAMAGE CAUSED SOLELY BY AN ACT OR OMISSION OF SAID CITY. AND INJUNCTIVE RELIEF WHICH ME OWNERS. OR THEIR SUCCESSORS OR ASSIGNS, MAY •• MCM`ELWVE NOW OR IN ME FUTURE BY REASON OF ME CONSTRUCTION, MAINTENANCE AND OPERATION OF SAID DRAINAGE SYSTEM, - •• .SHORT SUBDIVISION FOR RRIMA_•DEVIa-0PAdENT SERWCES, LLC IN•.NEl/4;• Nei%4, S�CTMN 24-,T.27N., R.3E., W.M. CITY-,OF;EDMONDS T SNOHQMISH _ COUNTY,-WASHINGTON PR FRZNQ•S--05�172 4QerR f� CITY OF EDNQNDS ...-SHEET 1 OF 2 SURVEYOR'S CERftF1CATE- THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY - Lovell-Sauarland & Assaciates, Inc. ��� ELdineera/SOrveyon/Aldo'Den/DevelRyment .Cog6W lNnLQ-• RECORDING ACT AT THE REQUEST OF PMA DEVELOPMENT SERVICES. LLC �J1DII� -14D: 14011'I"i41RKTIO4,CQX-�- Relt6111134 RerinE.com - MIS ffIII{ DAY a< , 2007. LAP19{DO - 39rd AR<Que t., 3uile 200 Lym:oad, to 9B03&" ({25)775_1591 ({2.5)672-7Q9B TAX [vFo Wo-lS-R7 DRAIN CI®I.l7m D11t IB. 9CAIJT 1112 N0. L.S. NO. 22969 .EFF i I NM J.T.T. OR.1 A,07 t90.Pl •--4864-0-05 • � ald9. RECEIVED AMY C. ALLISON JEFFREY H.CAPELOTO GLENN PAUL CARPENTER BRADFORD N. CATTLE THOMAS R. COLLINS G.DOUGLASFERGUSON JOHN A. FOLLIS G. GEOFFREY GIBBS PATRICK F. HUSSEY ANDERSON HU9a T R ILE 2707 COLBY AVENUE, SUITE 1001 P.O. BOX 5397 EVERETT, WASHINGTON 98206-5397 (425) 252-5161 FAX: (425) 258-3345 www.andersonhunterlaw.com 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: NOV 0 7 2007 DEVELOPMENT SERVICES CHRISTOPHER J. KNAPP C. MICHAEL KVISTAD J. ROBERT LEACH MEGAN OTIS MASONHOLDER JO MARIE NOACK VICKIE K. NORRIS LAURIE UMMEL O.D- ANDERSON (1892-1961) JAMES P. HUNTER (1915-1988) 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.v01 (9VH001?.D0C) 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 (9v►t00l!.00c) 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 HUNT7�� W FIRM P.S. ( 7-- �� Christopher J. Knapp CJK:kkr cc: Mayor City Attorney Mike Warden Dennis Derickson Greg Williams CJK\13143\1\460692.v01 (9VH001!.D0C) CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.dedmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering August 22, 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 GARY HAAKENSON MAYOR Please be advised that the attached address has been added to the Edmonds address system: 1126 Viewland Way (Lot 1) Previously one parcel addressed 1128 Viewland Way. Lot 2 will remain 1128 Viewland Way with existing home. Occupancy: R3 Tax ID Number: (for short plat): 00548900001905 Subdivision: S-05-172 Lots #: 1 & 2 If you have any questions regarding this letter, please contact me at 425-771-0220 or Zu..laufCaci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Respectfull jo Department (.\Temp\DSTWA aster Letters\New Address8/22/2006 • Incorporated August 11, 1890 • Sister Citv - Hekinan. Japan APPROVED BY S R R ENGINEERING Revised Drainage Calculations FOR ,Viecwland Way Site at ,, 1128 Viewland Way, Edmonds, WA: 98020 City File# S-05-172 . June, 2010 Prepared for: Randy ` Clark Sele ct Homes 16531 13th Ave. Suite A-107 Lynnwood, WA 98037 : %� V O�Co� STREET F 34989 �r ONALG Prepared 13 Jerry O'Connell _ ®elmU R t C IVE. i N 0 I N i i R i / S V N V i Y.0 11 ! z - .. .'. JUN 3 0.2010 Lovell- Sauerland &Associates, Inca . 19400 33rd Avenue W. Sulte 2.00 DEVELOPMENT SERVICES CTR, CITY OF EDMONDS Lynnwood, Washington 98036 i LSA FILE No. 4804 Section 1: Project Information Project Name: PMA Development Services, LLC —Viewland Site Project Site Address: 1128 Newland Way Edmonds, WA 98020 City File Number: SOS-172 Project Engineer: • Lovell-Sauerland & Associates, Inc. 19400 33rd Avenue W.., Suite 200 Lynnwood, Washington 98036 Phone: 425.775-1951 Project Applicant: PMA Development Services, LLC d .19400 33rAve. W. . Sui 2 to 00 I Lynnwood, ynwood WA 98036 Phone: (425) .775-1591 Project Total Area: .0.796Acres Tax Account Number: 005489-0000-1905 Number of Lots: 2 - single family Soils Data: Alderwood 'C' per Sheet #56 ' of SCS Soil.. Survey of Snohomish County Watershed Basin: #2 - Hindley Creek Level Pool Node Instruction Sat ,�tankl2rlp Starling Stage; 101 It Design Event Matching Hyd % of Retr3 Inflow fiyd Out Hyd "—" ti - -`- -""i �. 2 yr ex .� . 100 dev12 2rdoutl 2 .� Clear r , f v Match Q, 0 0451 cfs Peak Out Q: 0.0454 cfs Peak Stg ia162 41: ft Active Vol 209.85 cf ;Pipe length: 32.00 It 10 yr ex 100 devl 2 Clear 1 Ordoutl 2 motif hatch 00927,cfs Peak.0ut Q <0 0398 cfs; Peaky Stg:1 O2 98,ft' Achde Vol 30,1 26 cf Fipe engtfi: 32.00 ft 100 r y ex �dev12-il00rdouO T Clear Match Q ,0 2044 cfs Peek 0ut Q 0.1723 cfs ,JPeak'Stg 104.71 ft ActiVd Vol' 524'37 cf :P�pe`len9th 32.00 It �100� .� r Clear i t.. 'yk r Edit Storage { Edit Control 77 b s s F Compute xt S.detailed roG'ing to history t ;: , ,, ` tendt r t Size Outlet ' Close «i :• Required storage volume= 52437cf Provided storage: 3.71' in a 30' long 5' dia. Tank= 490.50cf 3.71' in 48"-type-2 cbf#3= 46.75cf Provided storage: 537.25cf > 524.347cf...(ok) Therefore, the existing approved tank has sufficient storage. Revised Drainage Calculations+docx Running P:\LSA Engineering Docs\4800 thru 4899\4804\drainage\tank12rlp Report .pgm on Tuesday, June 22, 2010. Summary Report of all RI -Pool Data Project Precips [2 yr] 1.50 in (5 yr] 1.75 in [10yr] 2.00 in [25 yr] 2.25 in (100 yr] 3.00 in [6mo.] 1.00 in Hydrograph Output BasinlD Peak Q Peak T Peak Vol Area: Method Raintype ------- (cfs) (hrs) (ac-ft) ac /Loss , .Event ex 0.0451 8.00 ex 0.0927 8.00 0.0198 . 0.53. SCS/SCS 0.0348 0.53 SCS/SCS TYPEIA 2 yr TYPEIA 10 yr.. ex 0.2044 8.00'- dev12 0.1135 8.00 0.0699 0.53 SCS/SCS 0.0396 0.54 SCS/SCS TYPEIA 100 yr TYPEIA '2yr dev12 0.1710 8.00 dev12 0:2931 8.00 0.0587 0.54 SCS/SCS 0.0992 0.54 SCS/SCS " TYPEIA . : 10 yr ". TYPEIA _ 100 yr ' Drainage Area: existing condition Hyd Method:: SCS Unit Hyd Loss Method: SCS CN Number Peak Factor: 484.00 " ` . SCS Abs: 0.20 Storm Dur: 24.0.0 hrs Inty: 10.00 min , Area CN TC Pervious 0.5300 ac... 05.00 0.04 hrs Impervious 0.0000 ac. 98.00 0.04 hrs. Total . 0.5300 ac. Supporting. Data: Pervious CN Data: meadow 85.00 0.5300 ac . . Pervious TC Data: Flow type: Description: Length: Slope; Coeff: Travel Time Sheet across slope.to dwy 22.00 ft 40.06% 0.2400 1.87 min Shallow I across dwy 225.00 ft 10.00.% 27.0000 ' 0.44 min Impervious TC Data: Flow type: Description: Fixed Length: Slope: Coeff: Travel Time match pervious,Tc: 0.00 ft 0.00% 2.3100 2.31 min . Drainage Area: dev12-developed condition Impervious area: . Lot 1=6,282sf Lot 2=5,489sf Total impervious = 11,771 sf =.0.27 ac Hyd Method:. SCS Unit Hyd Loss Method:. SCS CN Number Peak Factor:, 484.00 SCS Abs: 0.20 Storm Dur. .24.00 hrs .. Inty: 10.00 min Area CN TC Pervious 0.2.700 ac 86.00 0.04 hrs Impervious 0 2700 ac . 98.00 0.04 hrs . . . Total. 0.5400 ac . Supporting Data: Pervious. CN Data: ex pervious good condition 75% grass 86.00 0.2700 ac " Revised Drainage Calculations.docx . Impervious CN Data: dwy, roof 98.00 . 0.2700 aC Pervious TC Data: Flow type: Description: . Sheet .. across slope to yard drain Length: 28.00 ft Slope: Coeff: Travel Time Channel. in bidg drain 230.00 ft 40.00% 5.00% 0.2400 2.27 min 42.0006 0.41 Impervious.TC Data: min Flow type: Description: Fixed match pervious Tc Length: Slope:. Coeff:. Travel Time 0.00 ft 0.00% 2.6800 2.68 min Controlled Release from control sturcture HydID Peak Q Peak T. Peak Vol Cont Area ----=� (cfs) (hrs) 2rdoutU 0.05 8.67 (ac-ft) 0.0394 (ac) 10rdout12 0.10 8.17 100rdoutl2 0.17 8.17 0.0585 0.5400 0.5400 0.0991 0.5400 , Node ID: tank12 . Desc: Manhole structure Start El: 100.0000 ft Contrib Basin: Max El:' 105.0000 ft Length Diam Slope .. Contrib Hyd: UpNode DnNode Num 32.0000 ft 5.0000 ft 0.00 % . 1 Control Structure. ID: riser - Multiple Orifice Structure Descrip: Multiple Orifice Start El Max El Increment 101.0000 ft _ 104,0000 ft 0.10 Orif Coeff: 0.62 Bottom El: 0.00 ft . Put to 2nd: 1.5.000 ft Lowest Diam: Diam: 1.1875 in 1.5625 in - Revised Drainage calculations.docx oP(WeD 112•^6'SDR35 PVC=77, _ 5 VCO 2•_ P r _ - �8� 13'— ' VCR 27.1a7 � , 6 SDR35 vC® - - - - . ®�SQ - .77% r 12.26% AC BERM 1 6 NV=192 50 r - THIS SIDE 1 ; D NTION TANK 1. 1 RIM=21 .0 INV=21 .0 1 1 THIS DE 1 � , INV=194 1 _ ..-r r• : ' _ - . I - 1 1 INV=216.5 L-- ~I 1 1 1 • � 1 I � ��_�Z-- 1 m1 • 1 RI =1 :6 1 IN =1 .4 1 1 U 97.0 • i VA C8 SEE N TE 2. O o.' O 1 uc=2zo.o 1 RIM 1997 1 INV=217.0. Iri Low - INV=197..z� / Gr► 1 • 1 w 1 i 18.969 sq. it ry : (l - . I �� .• q ` 0 15.708 sq. K. 1. Q 1 w of 1 1 _ _ BRIM=224.0 --RIM 200.0. - INV=222.0 c 5 �•( �`� INV 197.6 RIM=210.0 r ) 111 1 1 INV=208.0 8 /��� ts .1' . i - 4" 5 P C i _ RIM=220.0 _�/�������jV - C) I :) RIM=200.0 INV=21B.0 � �rr\Q /e ✓�/t.(,/ s a- 1 INV=198.0 1 RIM=22O.:. .. WoV=217.4 0/ - N YARD DRAIN BRIM=220.0. I I (TYP-) SEE NOTE` INV-217.8 E) 1 S. 0 _ 5D DITCH M. W V-1fl2.9J F. CC)' WV-191.M-4'W L 182.93 • � - Z t N� 9eo o too AC RM D j �1 218.0�� I 2 " 2zo.00 Foa 1129 &9&06V4 �✓#Y" iiI I �t+pE H5 ,OX191d zor 44 '—A 14577 M-220,0 b i 'lM,f[E1,A4rZ.Rrrn i Q V-2I8.5 0, �.w¢e,1/PhW b44e y7$ ` Co 0 OK�iEtlJi4 5159 $r W ZONE R517- .Sd-fy GREG , . �� Tp 3 1 i3.y �A5 $ Comer�jla&-- g o �,� ri ,1 l , — Actual m PEiLv rn73 _... backs R_ ec_ uil red r M-?0:0 i 11 ont ------ - �` r INV-2t9 G es 708 sq. it.. ,I Chet - - ,,� m ° y BUT FF-220 N: MAIN FfQ230) i � :� 1 I /✓� ��i^ 4r 0 220.0 FGX G'a �nn 2/6•O _m RIM-220.0 '\_ m �� z G _ z2%/.d INV-218.0 7d T b. . 0.0 v-2 7.4 . 1 1. �O, g• J 1. �' I -ar/� 220.0• Fg 1 L` 1h1.� z�i 4 - �?�1 • YARD SEE AI IN 0.4I I 00548900001906 I T 1 MARIO_ N FRISCH I i I AVeI-VLy = Z4-I .--1; SET NAIL WITH WASHER sa I I PAVEMENT 9 IN r 7� EX 36� .DIA CISTERN t c O #208B so . c. i!� s : h art ,. �Fc o /-o77-i L v TS i � z �}.�i p x9 ( 9 El, T A C T S FCC K 9 W r o9 - - 0.444 if iY � �Qic e g C� DR/Yrvs . <v rc G Gdp %�x/C/�GT Td Srnvaw��yY�s /SC'iirN?T-R�Iw .90 iVoT r7,e .3 �zsr��.v zz-n-w i d/�iBOP�/Z77V� ADDRESS 1126 V I EINL_AND DRIVE TAX PAR.GEL NO OO Q-8G-00o-O I G -14 L E(� AL_ LOT I OF C I TY OF EDMOND5 SHORT PLAT NO. D ESCR I PT I ON : RECORDED UNDER AUDITOR'S FILE NUMF3ER 200-1081 &52531 E3E I NCB A PORTION OF TRACT I cf , FUCET . SOUND MACHINERY DEPOT FIVE ACRE TRACTS, ACGOR0I NCG TO THE PLAT THEREOF, RECORDED IN VOLUME 5 OF PLATS, PA(• E 4-1, RECORDS OF 5NOHOMISH COUNTY, V4A5HIN&TON GOVEP2 ANY 51 TE AREA: 181Gt0ci SOUARE FEET STORM NATEiz CATCH E3A5I NS DO jnINSTREAM Fiz:;Z' 01�4--- THE 51 TE N I TH ` 0T SLOFE FILTER 50CKS TO PfR EVENT SITE EAST -NEST .210.00 ! - 165.00' = 45.00.' fz UNOFF FROM ENTERI NCB PER 45.00 VE�'TIGA.L_ FEET= IcC% SLOPE, EDMONDS STANDARD. DETAIL E 1.3 / H E i C�HT GA!_GUL-AT 101�1 2�C .00 1._ I NEAP? FEET A = 200 ►►W- I�- cv }-= 211 <t > c� Li C = 20-7 < Lij D= 200 � Q v 0° I 4= 20g-.�O' o a-Q O O �18/ N owI—__J AVERAGE GRADE = 204.50' ACTUAL- E3UILDINCB HEIC7HT= 227 16 7' MAXIMUM E3U I LD I NO HE I C-_-,,HT = 22G .50' CP CP 1 OW1' ERVCONTRACTOR IS RESP.)NSISI.E LOT Go\/ERA�E: POrl FROrli' N CONTROL AND DAMAGF" . W i2Z51 DENGE 5,222 SOUAf;:;ZE FEET INC.,. CO\/ERED 0 PORCHES, CE;;AR.AC5E 0- I`� TOTAL_. 5,222 5OUAiRE FEET 00 0 a 0 t� LOT AREA 5OUARE FEET 525 18,G�oG -- SOFT r I f ,�o4� SQUAP.E FEET Z (,EGG as EA!5EMENT) .r 5,222 SOFTA E5046 SOFT = 2�5.056 MAXIMUM LOTGOVERAC�E 02 5 10 20 E30 50 N S1 P IL -AN SEE GENERAL NOTEE) LLJ w U FRENCH DRAIN EL 0 ` o Z x. C,,, '6,rn / C(Jves't) 0 i�irh carid ShwN be- rn�;n-� alne•cl by prq ef+pviKf-,f'! . �111 • t � 1 R',•M� ��3 �"}��'��fC�kir�y� k�il"� ..' .� �'�} w � A a (square Feet) re Poll Total Replaced +Ne�v Exempt 4. ,,, 145: 00' 0 N 89038'17" W LO 1 " I\ N5TALL- 5I LT FENCE AT LINE NOTE: NO TREES ARE ON SI T = I —oil 4 FILTER FABRIC FENCENC.O.E. #E1.1 (TYP.) } I N5TALL 5TAE3I L I .ZED GC.�N5TRUGT I C7N ENTi;P-ANGE. 2-4" 0UARPY 5PALL5 12" THICK KITH FILTER FAE3RIG VIEWLANDWAY UNDERNEATH— ENTRANCE TO E3E owos tfI 15'—O I li DE X O —O DEED' S�OPIt'ZU OP-1111L � N N 0 0 -3 --- -------------- °�/ "V91.60' s s ,• 00.. TO 199 TO 194 I I-- w J IAJ Q z w 0< CD0 0 ZJ � w WO J !2 Lei L>r ! M SIDIEWALK TOP oR �Ati 203 jgACK TOP covE r~ 209 POR H LINE OF TOE FOUNDATION 203 LINE 0 RESIDENCE STR CT RE FF MAIN LINE OF 8" @ 210 OVE HAN FF LOWER @ 200 C LOWEST FOOTIN @ 198 100 CUBIC YAR S TO _ BE REMOVED FOR FO N ATI N 375 CUBIC YA D TO DECK BE USED FOR F1 L WITH ( FOR THE WH LE SITE PORCH BELOW 1 18,969 sq. ft. Q� u 19T91 OE II III ---_.._ DITCHa' - 0) 0 �0) C ASPHALT ROADWAY o POLE INV=191:44 4"W INV=182.93 23�.00 N 89 34 28 W 10' PRIVATE ZONING RS-1 2 PRIVATE INGRESS & EGRESS DRAINAGE UTILITY LINE EASEMENT #1 FOR THE ADJACENT EASEMENT #2 A S o�IU�S�t� EM EN T ,��.. ��.��►uw ���,�-�E PROPERTY OWNERS (323 SQFT(WIDTH (WIDTH VARIES VARIES —EDGE OF PAVEMENT) ---------"�-�-� GARDE STORAGE C 20' iA MR A PH LT ROADWAY/-'' _ I 22' X 37' PRI VATS SANITARY SEWER EASEMENT TO BENEFIT LOTS 1 & 2 Q0 00 0 Q B ,11 SIM L Applicant &hail repair/replace all damage to utilities or frontage Improvements in City right-of-way per Dty standards that is caused f I or occurs during the permitted project, 't STORM DETENTION IS ALREADY INSTALLED AS PART OF THE SHORT PLAT m AppR9VE0 BY PLANNING F' OVEDPI—ANNIN0 CITY OF EDMONDS BUILDING DEPARTMENT WORK ADDRESS OWNER CC APPROVED DATE:— BLDG. OFFICIAL' PERMIT NUMBER 13�-iJZ�1l c�� r" cc) Zone__ -1 Corner_la_o Setbacks Reaulred Actual STREET Front N Sides Rear s 5' _ 22 rZ t� fl EF. - 'VE-. Other _ JUN 2 I 2011 BUILDING DFPARTMF..,J1 CITY OF FD.'v0,%1D_; APP RV ENGINEERING �''(HE I�C�tA1ZAt't�, ©QD12� IS Nb"C 'PrPpIZ't1VG"n cy G`� lA� p1C-9 E � N f;,�ss T 11'f✓ L� Att.P.�it 1S If�-C V 1 t�.W � ,... �I prNt� P�7PR1��. G1 THSF G1Ty 0 7- 00"V 06S •i✓o YL a✓� VeMCU1l, M P-C46SS- PSFEP- r t04*9AIIUf i5r'l6 PiLAW POrL �0CD1"P0NRL piJrnlr "'tZrNxr+ >�e4u��N�NTs, REsUB