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17720 TALBOT RD.PDFiiiiii 11111111 13456 17720 TALBOT RD 9 0 ADDRESS:/7-72,0 -7�;j / b074 )e4rtl TAX ACCOUNT/PARCEL #: BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: DETERMINATION: 0 Conditional Waiver Study Required El 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: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLATFILE: LOT: —TBLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USEIENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc I PLANNING DATA SINGLE FAMILY RESIDENTIAL 11 Street F=ffel Name: U lri�Dyi Review Date: 0 7. 0 (P v o I o SiteAddress: Il-17et) -TaUoo-� FL-ooi4 Permit Number: 1/0 1 D 0 + 1) 7,- ci-emD carpc)r+, cACCy_� ;"Of. New 94irrage-, lore'r.'I'twely., Project Description: W(.V"cv1, dcc*-�, /Porch i Vilc-WcA roo-� + ricmo4-cl Zoning: F- cl D I Comp Plan: &f Corner Lot: (YES Flag Lot: (YES / CO) Small Site Plan: (0/ NO) ADU Created: (YES / ONO LLA: CUP: Variance: Shoreline: le,�*IrMprf Subdivision/Legal/Recording Number: DO 15144 000 00-3 &01 Legal Nonconforming Land Use Determination Issued: (YES / 6) C *tical Areas Determination #: (/P-,A - VO I D. 0 0 -3p �p 14 eJ .?On (;,cottchnCr_c4J Study Required go.l. bi 0 Pic, (Wvot) A " OLiaic,�') lnc�. El Waiver p.51 p.77-8 SEPA Determination: Req iredSetbacks� Street: Side: L) Side: Rear- YW, er e Actual Setbacks Street: -7-7 1 o 9/ Side: 4 -k Rear: etac;hed Structures *) Rockeries/ Retaining Walls 9 Fences/Trellises/Arbors Bay Windows roject�ingModulation 9 > 30" Stairs e Covered Deck/Porch 9 > 30" Eaves Chim ney/ Fireplace e Uncovered Unenclosed < 30" Deck/ Porch/ Patio -"1114TYI-F,,emeyl� ".-) in&yt s;,�Cwl G.(A� 4 L, �- - Parking Required: 2 Parking Provided: S- Coverage Required: 35% Fc o verage Provided: 304 P r'DVfJea I(Pll e* Lot Coverage 61104 V1 eW Lot Area: Calculations: Jg .1 01 ec*- I Do B u ng Heighe.',. ildi Datum Point: Datum Elevation: -1 5- 0 (p Maximum Height: 25' .%C5 Actual Height: 40 / A. 1D 1,4L� 5 4 G. -10-10 p. 11. oD (A-(/iUak.=: IDI-1/5 ?,:�) .4 D + Plan Review By: Gina Coccia, Associate Planner '11C. 10v 0 CITY OF EDMONDS 121 5 1h Avenue North, Edmonds WA 98020 Phone: 425.771.0220 - Fax: 425.771.0221 - Web: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT - PLANNING DIVISION CRITICAL AREAS RECONNAISSANCE REPORT Sitet6cation: .17720. Talbot Road Tax' Aed., Ndm-ber�: 00594400003.601 Dete�,rni hatlon:,�,S'TUD'Y REQUIRED" ',FIIe-Nurnber:,CRA20100036' 0' Owner: Robert, Linton PO Box 188' Edmon-ds,WA 98 20'.' Applicant: Tom Leren — PO Box 12863, Mill Creek WA 58082- I'tom@lerend om �6 �in. c� Lai,. During review and inspection of the subject site, it was found that the site may contain (or be adjacent to) critical areas, including Geologically Hazardous Areas pursuant to Chapter 23.40 of the Edmonds Community Development Code (ECDC). Geologically hazardous areas include areas susceptible to erosion, land sliding, earthquake, or other geological events. They pose a threat to the health and safety of citizens when incompatible dev ' elopment is sited in areas of significant hazard. Such incompatible development may not only place itself at risk, but also may increase the hazard to surrounding development and use. The LiDAR map (attached) indicates that there is a steep slope (of over 80%) along and adjacent to the western portion of the site which terminates at the railroad tracks. The site is generally comprised of a rolling slope of 35% across the entire property rolling from east to west. Projects proposed further than 65' from the top of the slope (50' buffer + 15' setback from the critical area) may not require a geotechnical report to address critical areas issues (of course, other departments may require a report to address their codes, depending on the scope of work proposed). This review applies to the entire subject parcel. Depending on the location and project proposed relative to the Identified critical areas, certain studies and reports may be required. Please contact the Planning Division at 425.771.0220 If1when you have a specific development proposal Jbr this she to discuss the various permits that will be required. 1,Atibi�ed-Ac-tivities,,and-Ex�mpt,Development,:Proposals...', Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.220. Similarly, certain development proposals may be exempt from Critical Areas requirements (ECDC 23.40,230). If you have any questions about whether your proposed development qualifies as an allowed or exempt activity, please contact a Planner for more information. Page 1 of 2 0 0 -C. dfkal Areas Report, Requirements... Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical area the critical areas report will also contain a mitigation plan. You have the option of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose submit the entire study with your specific development application. Please review the minimum report requirements for all types of Critical Areas which are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). • Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study and an approved list of consultants that you may choose from. You may contact the Planning Division for more information. • General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. .Study,,Ri�q,qlt�-ament,jbr,Landslide -Hazard Areas,*., It appears that this property contains or is acloacent to a Landslide Hazard Area. • A Landslide Hazard Area is any area with a slope of forty percent (40%) or steeper and with a vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock). • Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.B. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Landslide Hazard Areas are provided in ECDC 23.80.050. Develd''pment Proposals AssOdated With Landtll*Wazard Areas... Development is restricted within a Landslide Hazard Area and its buffer. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer. • The criteria that are applied depend on the amount that the buffer is reduced. • The buffer can be reduced to a minimum of ten (10) feet (with an additional 15' building setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC 23.80.050). The alteration must also meet the requirements listed ECDC 23.80.060. • In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the design standards listed in ECDC 23.80.070.A.3. Gina Coccia, Associate Planner May 7, 2010 Name, Title Signature Date Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa. us. Page 2 of2 4' 7 —L :7 APPI .1CATION t or Thb-gi of Edmon�s -ty., SWit; 8tWER PERWHT� EASEMENTNo . ........................................... NEW r"NSTIRU"TION REPAIRS 0 L 01100 LL lGq !Pi OWNm& ............................................................. CONTRACTOR ........ .................................................... PERMIT No . .......... 0 14 o 44 A15DRES'S ....... .......... 6 .......... I ........................... LEGAL DESCRXPTION: LOT No. BLOCK No . .. ................... .............. NAME OF AD DITION ...... t!!?14,'7-Jv-ll .................................................. 6,o ui -Z I X" owl -1 y 4, 3 Oil co SC-d 10 it !ST-" RECZIV 0 C T L J Al �7t .......... n A 5y A F EDMONDS SIDE -SEWER PERMIT CITY 0 WATER SEWER DEPARTMENT PERMIT ir 17. -!'*_',j-.* .................. the c nstruction.) Call 7,76-1107 for side sewer inspections BEFORE covering any portion of 0 NO Sat., Sun., or holiday inspections. (Inspection will be provided within 24 hours after request. ADDRESSLOCATION OF CONSTRUCTION .............................................................................................................. . ...................................................... 7 PROPERTYLEGAL DESCRIPTION ------_-------- ----------------------------------------------------- ............................................................................................................... ............. ................................................................................................................................................................................. .................................................. . .......... ....................... .................................... ........... ............................. OWNER AND/OR BUILDER ............ ----------_---- * ............................................ ....................... 0N--.'NTRACTOWS NAME & ADDRESS -------- ....................................................................... ----- -------------------- ................... .............................................. or repair and/or connection of a side sewer to the city sanitary sewer Permission is granted ........................................................... 19 ......... f system In accordance with City of Edmonds ordinances. NTION IS CALT D TO THE FOLLOWING: s, .� �., 1 t ployed to construe E No. 1—The o ners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must be em w Do not cover any portion of sewer before it has been inspected. side sewer in street area. -of-Way Permit obtain -able from the City Engineer's office. . . ..... .... NOTE No. 2—All work performed in city right-of-way requires an Invasion of Right NOTE No. 3—Obtain full information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. 4—Top of side sewer must have at least 30 inches coverage at property line and 12 inches inside property line; minimum grade of 2%. No bends in grad e 1 V NOTE No. sharper than % will be permitted. reet must be water settled and surface of street restored to originaj condition. Contractors shall be responsible for failure due to improper NOTE No. 5---Trenches in st work which may develop within one year of completion. wful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or its appurtenances except to in .,V- V '�Q NOTE No. 6--It is unla ... ...... . sert the pipe into the wye. ................. �y . . ....... Date .................................... By ................ DISAPPROVED Date ..................... By ................ Date-:: ..... ...... ---------------------------------------------------------- ...... .. .. .... APPROVED Datl�� ... /$1 -------------- BY-' ----------------------------------------------------------------------------------------------------------- Remarks: ----------------------------------------------------------------------------------------------------------- ... . .............. ................... ......... ..................................................... ........................................................................ ------- ---------------------------------------- .................... STfBe Signed By Owner of Firm Performing Construction PRIOR To Request For Inspection BOTH Permit Co *es MU . .. ............................................... .... hereby certify that the side sewer installation constructed under this permit wner of Cont ing Firm PerfGrming Constructioni s installed in accordan with all governing ordinances of the City of Edmonds. Dated this ...... /J -- ----------- (lay of ----- d!nalo�L)�e . ........................ Lg?/. Sewer Other Check BEFORE you dig for: Water Gas Telephone E], Power Ej .7 77, OrIA P es 'V'L u P T - 1 "0 w .Ord1n -�fth all a, `;4 V,6!qA.1 J r %N, 'k . REFUND REQUEST Date: Mailing Address: Vendor#: Amount of Refund: Receipt Number: 6/30/2011 Robert Linton PO Box 1898 Edmonds, WA 98020 073703 $100.00 053504 Originally Receipted in Account 220 B-Building Plan Review Fee (Permit Trax Fee ID# & Description) Refund to be Paid from Fund 001.000.000.257.620.000.00 Permit/App Number: bld20110489 Reason for Refund: Void, permit not required. Requested byY:;Mri, 4aon Approved by: Leon*�wd Nberry City of Edmonds czq Community Services OV ED 0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 PERMIT FEES/IRECEIPT DATE: Tuesdiy, July 05, 2011 PERMIT #: BLD20110489 PROJECT ADDRESS: 17720 TALBOT RD, EDMONDS PROP OWNER: PO BOX 1898 EDMONDS, WA 98020 (425) 771-1990 EXT: *FEE SUMMARY: Jj escnpAqn Z1. — s. ',.:JPaid 7 : ance e: 6/27/2011 X-Permit Surcharge Fee - $0.00 ---$'i3.00' 6/27/2011 B-Building Permit Fee $217.00 $0.00 $217.00 6/27/2011 B-State Building Code Surcharge $4.50 $0.00 $4.50 6/27/2011 B-Building Plan Review Fee $100.00 $0.00 $100.00 Total Due: $336.50 $0.00 S336.50 *FEES ARE ES77M4 TED BASED ONINFORMATION PROVIDED ATSUBARYTAL-SUBJECT TO CHANGE PAYMENT TRANSACTIONS: eceip!. ee 6/27/2011 kiC0535'04 Auto /Robert Linton ($100.00) B-Building Plan Review Fee, ($100.00) 7/5/2011 REC053543 Refund / $100.00 B-Building Plan Review Fee $100.00 m flm-ii 6 )) CONC GUTTER 4' CONC PATHWAY 4' ARCH GATE 6' CHAIN LINK FENCE BOB LINTON lo'-oll 17720 TALBOT ROAD EDMONDS WA. 98026 425-771-1990 io !% " 7-71, 11 1;,, !IIJ ao� go , a 5' UTILITY Ell EMENT 0 0 co RE-ECEIVED JUN 27 2011 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS "Nothing in this Permit approval process dMH be interpreted as- allowing or permitting the maintenance of any cufrentb 3xistin ormIn nonconf g er or site or un Initted building structure condition whi��t gerinit application, . b outside the scope of the uilding, struct rtgardless of whether such - re or conditio , sh site& or drawuin " 18 Own On the -g- Such building, struftre or cOn tion MY be the subject of a se'parate enforcement action." NELSON GEOTECHNICAL NU A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office 17311 — 135h Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County June 8, 20 10 Mr. Bob Linton P.O. Box 1898 Edmonds, WA 98020 Geotechnical Engineering Evaluation Letter Linton Residence Addition and Garage 17720 Talbot Road Edmonds, Washington NGA File No. 8282 10 Dear Mr. Linton: Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 This letter summarizes our evaluation and recommendations for your proposed garage, deck and residence addition to your residence located at 17720 Talbot Road in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. INTRODUCTION We visited the site and met with you on June 2, 2010 to observe the existing site conditions. We understand that you are planning to replace the existing deck along the western side of the residence, remove an existing carport and construct a new garage along the southeast comer of the residence, and construct a new addition along the northeast comer of the residence. We observed that the site generally slopes down from the east to the west. A steep west -facing slope is located on the western portion of the property. We understand that the proposed additions will be setback approximately 75 feet or more from the top of the steep slope. You have informed us that the City of Edmonds has requested that an evaluation be conducted on the site to evaluate the steep slope and proposed setbacks. Geotechnical Engineering E*tion Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 2010 NGA File No. 8282 10 Page 2 SITE CONDITIONS Surface Conditions The property is an irregular shaped parcel covering approximately 0.68 acres as shown on the Schematic Site Plan in Figure 2. The site is currently occupied by an existing single-family residence within the central portion of the property. The site is accessed via an asphalt paved driveway that extends west from Talbot Road into the site. The eastern and central portions of the property slope gently to moderately to the west. The western portion of the site consists of a steep, west -facing slope that descends down from the backyard area to the railroad tracks along Puget Sound. The site is vegetated with grass, landscaping plants and young to mature trees. The backyard area has recently been graded to install a new sewer line and install landscaping rockeries and plants. The property is bordered to the north and south by existing residential proper -ties, to the east by Talbot Road and to the west by the railroad tracks and Puget Sound. The steep slope is approximately 60 feet in height and is vegetated with young to mature deciduous tress, and underbrush. The average slope inclination was measured to be approximately 38 degrees (78 percent) as shown on Cross-section A -A' in Figure 3. We observed that approximately one to two feet of fill was placed behind a railroad tie wall along the top of the slope in the northwest comer of the site. We also observed a 4-inch corrugated PVC pipe that descends down the slope. The exact location of the pipe outfall was not clear. We were informed that some of the residence roof drains and drain behind the retaining wall are likely directed to this drain. We did not observe surface water on the site or seepage on the slope during our site visit on June 2, 2010. We also did not observe any signs of recent slope movement. Subsurface Conditions The Geologic Map of Edmonds East and Part of the Edmonds West Quadrangles, Washingto , by James P. Minard (1985) was reviewed for this site. The site is mapped near a contact of Whidbey Formation (Qw) and Vashon Till (Qvt). Whidbey Formation is described as light -brown to gray sand, silt and clay. The till is described as a mixture of clay, silt, sand, pebbles, and cobbles with occasional large boulders. Our explorations typically encountered fine to medium sand with gravel and silt consistent with the description of Whidbey Formation deposits. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering ElOation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 2010 NGA File No. 8282 10 Page 3 Explorations: We visited the site on June 2, 2010 to explore the subsurface conditions within the proposed development area with hand auger explorations. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, examined the soils and geologic conditions encountered, and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 4. The logs of our explorations are presented as Figure 5. The following paragraph contains a brief description of the subsurface conditions encountered in the explorations. For a detailed description of the subsurface conditions, the hand auger logs should be reviewed. In Hand Auger 2, we encountered approximately 0.5 feet of loose, dark brown silty fine to medium sand with varying amounts of gravel and organics that we interpreted as topsoil. In Hand Augers 3 and 4, we encountered approximately 0.5 to 1.0 feet of dark brown silty fine to medium sand with gravel and organics that we interpreted as undocumented fill. At the ground surface in Hand Auger 1, and underlying the topsoil in Hand Auger 2 and the undocumented fill in Hand Augers 3 and 4, we encountered medium dense to dense, red -brown fine to medium sand with gravel and silt that we interpreted as Whidbey Formation deposits. All of the hand augers met refusal and were terminated within the Whidbey Formation deposits in between 3.0 to 4.0 feet below the existing ground surface, respectively. Hydrologic Conditions Groundwater seepage was not encountered in the explorations, however any groundwater encountered on this site would likely be interpreted as a perched water condition. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of underlying, less permeable soils. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of precipitation. We would expect the amount of perched water to decrease during drier times of the year and increase during wetter periods. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Eleation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 20 10 NGA File No. 8282 10 Page 4 SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. Since medium dense to dense silty was encountered underlying the site at depth, the site conditions best fit the IBC description for Site Class D. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the medium dense or better granular deposits interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. The dense soils interpreted to form the core of the site slope are considered stable with respect to deep- seated slope failures. However, the loose surficial materials on the slope have the potential for shallow sloughing failures during seismic events. Such events should not affect the planned structure provided the foundations are designed with the setback from the slope as described in the Structure Setback subsection of this letter. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area, Washington, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The surface soils for this site were mapped as Alderwood gravelly sandy loam, 2 to 8 percent slopes. The erosion hazard for this material is listed as low. It is our opinion that the erosion hazard for site soils should be low in areas where vegetation is not disturbed. Erosion hazard on the steep bluff slope is considered high. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Eoation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 20 10 NGA File No. 828210 Page 5 Landslide Hazard/Slope Stability The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater conditions. A steep west -facing slope with a gradient of approximately 38 degrees (78 percent) and a height of approximately 60 feet is located below the planned development area. We did not observe evidence of past erosion or sloughing on this slope during our site visit. We did not observe seepage on the slopes during our visit. Relatively shallow failures as well as surficial erosion are natural processes and could occur on the steep slope. It is our opinion that while there is potential for erosion, soil creep, and shallow failures within the loose surficial soils on the steep slope, the potential for deep-seated slope failure under current site conditions is low. Proper site grading and drainage as recommended in this letter should help maintain current stability conditions. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned development is feasible from a geotechnical standpoint, provided that our recommendations are incorporated into the design and construction of this project. The steep west - facing slope is considered stable with respect to deep-seated failures. However, there is a potential for shallow sloughing and erosion events to occur on the slope. We anticipate that during periods of extended rainfall and/or as a result of seismic activity, shallow slough -type failures may originate on the slope and travel down slope towards the railroad tracks. This is more of a natural process and is not directly related to the planned improvements, though, depending on how the planned improvements are implemented, this potential may increase or decrease. The proposed development will be setback approximately 75 feet or more from the top of the existing steep slope. It is our opinion that the setback is adequate. The proposed setback should lessen the impacts of the proposed development on the slope and allow for normal slope recession during a reasonable life span of the structure. This is further discussed in the Structure Setback subsection of this letter. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering E0ation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 20 10 NGA File No. 8282 10 Page 6 The new addition and garage foundations could be designed as conventional spread footings. The deck should be supported on 12-inch minimum diameter concrete piers extending a minimum of four feet below ground surface. The addition and garage footings should extend through any loose surficial soil and be founded on the underlying medium dense or better native soils or structural fill extending to these soils. Based on our explorations, medium dense soils should typically be encountered approximately 1.0 to 2.0 feet below the existing surface in the planned development area. The upper surficial soils encountered on this site are considered moisture -sensitive and may disturb easily when wet. To lessen the potential impacts of. construction on the steep slope and to reduce cost overruns and delays, we recommend that construction take place during the drier summer months if possible. If construction takes place during the rainy months, additional expenses and delays should be expected. These extra expenses could include additional erosion control and temporary drainage measures to protect the slope, placement of a blanket of rock spalls to protect exposed subgrades, and the need for importing all-weather materials for structural fill. , I Under no circumstances, should water be allowed to flow over, or concentrate on the slope, both during construction and after construction has been completed. We recommend that storrawater runoff from the roof drains, paved areas, and yard drains be collected and tightlined to the bottom of the slope or to a suitable discharge point approved by NGA. The slope should be protected from erosion. We recommend that all disturbed areas be replanted with vegetation to re-establish vegetation as soon as possible. No fill or structures of any sort should be placed near the top of this slope without a specific evaluation. Stormwater runoff should not be allowed to concentrate or flow over the slope. Specific recommendations for erosion control are presented in the Erosion Control and Slope Protection Measures subsection of this letter. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is listed as low for the gently sloping portions of the site, and is considered high for the steep slope, but the actual hazard will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Ation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 2010 NGA File No. 8282 10 Page 7 erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the steep slope. Stockpiles should be covered with plastic sheeting during wet weather and stockpiled material should be placed no closer than 30 feet from the top of the slope. Disturbed areas should be planted as soon as practical and the vegetation should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low, Protection of the steep slope, setback, and buffer areas should be performed as required by the City of Edmonds. Specifically, we recommend that the setback as well as the steep slope, not be disturbed or modified through placement of any fill or removal of the existing vegetation except as specifically approved by the City and NGA. We recommend that the existing drain that is located on the slope be extended to the base of the slope and the outfall be armored with quarry spalls. We also recommend that the existing residence and driveway drains be further investigated and directed to discharge into a suitable system tightlined to the bottom of the slope. No material of any kind should be placed on the slope or be allowed to reach the slope, such as excavation spoils, lawn clippings, yard waste, trash, or soil stockpiles. Trees should not be cut down or removed from the steep slope unless a mitigation plan is developed, such as the replacement of vegetation for erosion protection. Replacement of vegetation should be perforined in accordance with the City of Edmonds code. Any proposed development within the setback area, other than light decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on the slope. Structure Setback Uncertainties related to building along steep slopes are typically addressed by the use of building setbacks and buffers. The purpose of the setback is to establish a "buffer zone" between the structure and the top of the slope so that ample room is allowed for normal slope recession during a reasonable life span of the structure. In a general sense, the greater the setback distance, the lower the risk of slope failures impacting the structure. From a geological standpoint, the setback/buffer dimension is based on the slope's physical characteristics, such as slope height, surface angle, material composition, and NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering E*ation Letter 40 Linton Residence Addition and Garage Edmonds, Washington June 8, 2010 NGA File No. 8282 10 Page 8 hydrology. Other factors such as historical slope activity, rate of regression, and the type and desired life span of the development are important considerations as well. The proposed additions will be setback approximately 75 feet or more from the top of the steep slope. In our opinion this setback is adequate. Any proposed development within the setback area, other than light decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on the slopes, during or after construction. Temporary Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface water or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since he is continuously at the job site, able to observe the soil and groundwater conditions encountered and able to monitor the nature and condition of the cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the on -site soils be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:lV). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Ation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 2010 NGA File No. 8282 10 Page 9 Site Drainage Surface Drainage: The finished ground surface should be graded such that runoff is directed away from the planned residence and the slope. Water should not be allowed to collect in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped from the excavation and routed to a suitable discharge point. We recommend the use of footing drains around structures and behind all retaining walls. Footing drains should be installed at least one -foot below planned finished floor elevation. The drains should consist of a minimum four -inch -diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch- wide zone of clean (less than three -percent fines), granular material placed along the back of walls. Washed rock is an acceptable drain material, or drainage composite may be used instead. The free - draining material or the drainage composite should extend up the wall to one -foot below the finished surface. The top foot of backfill should consist of low permeability soil placed over plastic sheeting or building paper to minimize the migration of surface water or silt into the footing drain. Footing drains should discharge. into tightlines leading to an appropriate collection and discharge point at the bottom of the slope or a suitable location approved by NGA, with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. USE OF THIS LETTER NGA has prepared this letter for Mr. Bob Linton and his agents for use in the planning and design of the development planned on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our letter for consideration in design. There are possible variations in subsurface conditions between the explorations NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Esation Letter Linton Residence Addition and Garage Edmonds, Washington June 8, 20 10 NGA File No. 82.82 10 Page 10 and also with time. Our letter, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. This letter was intended soley to address issues related to the building setbacks from the steep slope and slope stability only. Other aspects of this project, including foundations, slab, and pavement designs were not addressed. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. All people who own or occupy homes on hillsides should realize that landslide movements are always a possibility. The homeowner should periodically inspect the slope, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage control measures at the site (the runoff from the roofs should be led to an approved discharge point). Therefore, the homeowner should take responsibility for performing such maintenance. Consequently, we recommend that a copy of our letter be provided to any future homeowne rs of the property if the home is sold. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this letter was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. Mwei NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Ation Letter 0 Linton Residence Addition and Garage Edmonds, Washington June 8, 2010 NGA File No. 8282 10 Page 11 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Lee S. Bellah, GIT Staff Geologist f� 0 � EXPIRES Khaled M. Shawish, PE Principal LSB:KMS:kmn Three Copies Submitted Five Figures Attached NELSON GEOTECHNICAL ASSOCIATESY INC. VICINITY MAP N Not to Scale B n5' IL rqj,ecf" le r r I F 176th,-St Lli�lh:st SW__1 9 T Tt � = cin N, foc"W _I6 LJ_J d A L_J Seaview 3� LOUX ' rt_�_ 11861hl left" n le CIL %�.= __ r L Skizra Pa St A f >___J ZZ ' a lewwo -M Stidpipin Ce JL_ St '1A 524 :1 19WSt 524 s"s"-, Lynnwoo I L � _]UH - 'Id 91— n .__f F�,, 0' L Lynnwood, WA Project Number NELSON GEOTECHNICAL No. I Date I Revision By I CK ASSOCIATES, INC. Linton Residence Addition �G 1 613/10 Original ZTD JSB 824010 A GFOTECHNICAL ENGINEERS & GEOLOGISTS Vicinity Map Figure 1 17311-135th A- NE. A6W Smhoftsh Cwn,, (425) 339-16M -12 W_th../Chlan (509) 685-708 W-Z"I"A"W C (425) 4M1 669 / F. 481-2510 X (n (.5 2 F ' I L'i Approximate location of N corrugated drain pipe W 0 (outlet unknown) W a 6 Existing and Z proposed deck Proposed master J 0)8 bedroom addition U) E HS Approximate top of U Z Z 0 slope j En 2 0 0 Proposed garage and U W W U) breezeway I- W E 0 0 H W U) W Existing Z 0 W 0 U) Z Residence U) U) 6 HA-2 J Z HA 3 W W C;"i U HA-1 A Driveway < Z Z< 6 3: LL .4 T > ZO 0- U Ild W > 0- "in,, I- L *4*21 OCO 2Z 0 ;9i W 0 0 aftip 0 Waift Existing carport (to H A4 waft removed) .0 Co 4 waft a < main 0 W 1 0 Co 0 a- ftft LEGEND 0 Property line HA-1 0 �umber and approximate _j location of hand auger A A Approximate location t of cross-section FZ�Approximate locations of existing structures to be removed Approximate locations of proposed improvements [Reference: Site Plan based on undated, untitled plan prepared by The Leren Company, Inc. 0 30 60 Scale: 1 inch = 30 feet E Z 00 0 04 0 CO .E CL 7 CD LL -n OD A AV CD 0 OD N) Z 3 CT West CD East 120-- :3 Existing Residence C) 0 1 =3 — and Deck 0 U) X W CD Cut Slope Cn. 0 CD 90 __90 F. 0 :3 CD W ID > > 3 CL HA-1 Q_ C: 0 0 HA-2, =3 M I I > .2? 60 Puget Sound __60 W 0 Railroad -4 z E Tracks mn X �n. > 0 QW � I z > nSIn n CL > Q_ r z < 30 30 M M z > r z W 0 0 Z n M -4 0 M -I M W M 0 J 0 0 0 0 z 0, '20 30 60 90 1 150 180 2iO 2iO > r z Exploration Distance (feet) Hand Auger HA-1 Designation 0 Groundwater Level UF NOTES: 0 During Exploration 1) Stratigraphic conditions are interpolated between Geologic Contact the explorations. Actual conditions may vary. (approximate) 2) Elevations are approximate. Reference: Cross Section is based on field measurements using a hand-held clinometer and 1 00-ft tape measure. -re NGA Drafting 2010k828210 Linton Residence Addition\CS.dwg UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUPNAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE.GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO. 4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND Sm SILTY SAND PASSES NO. 4 SIEVE WITH FINES SC CLAYEY SAND FINE - Sl LT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC I MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FLAT CLAY NO. 200 SIEVE 50 % OR MORE I ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 6 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist - Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table r 0 visual appearance of soils, and/or .9 test data. N CD Project Number NELSON GEOTECHNICAL No. Date Revision By N CK § 828210 Linton Residence Addition Soil Classification Chart -___�NGA ASSOCIATES, INC. GFOTECHNICAL ENGINEERS & GEOLOGISTS 1 6/3/10 Original ZTD LSB a r Figure 4 17311-135th A.. NE, A-= W_dd1-. WA OW72 S-h..ih C—ty (425) 337-1669 %ftn.�-/C I.. (SM) S85-7M (425) 48G.16M I Fu 481-MIO z LOG OF EXPLORATION DEPTH(FEET) Usc SOIL DESCRIPTION HAND AUGER ONE 0.0-3.0 HAND AUGER TWO 0.0-0.5 0.5-4.0 HAND AUGER THREE 0.0-0.5 0.5-3.5 HAND AUGER FOUR 0.0-1.0 1.0-3.0 LSB:KMS SP-SM RED -BROWN, FINE TO MEDIUM SAND WITH SILT AND GRAVEL (MEDIUM DENSE, MOIST) SAMPLE WAS COLLECTED AT 2.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER COMPLETED AT 3.0 FEET ON 6/2/10 TOPSOIL SP-SM RED -BROWN, FINE TO MEDIUM SAND WITH SILT AND GRAVEL (MEDIUM DENSE TO DENSE, MOIST) SAMPLE WAS COLLECTED AT 3.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER MET REFUSAL AT 4.0 FEET ON 6/2/10 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH ORGANICS AND GRAVEL (LOOSE, MOIST) (FILL) SP-SM RED -BROWN, FINE TO MEDIUM SAND WITH SILT AND GRAVEL (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER COMPLETED AT 3.5 FEET ON 6/2/10 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ORGANICS (LOOSE, MOIST) (FILL) SP-SM RED BROWN, FINE TO MEDIUM SAND WITH SILT AND GRAVEL (MEDIUM DENSE TO DENSE, MOIST) SAMPLE WAS COLLECTED AT 2.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER COMPLETED AT 3.0 FEET ON 6/2/10 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO: 828210 FIGURE 5 Weigh , t Calics A bo.20, 5 bi.50, 0 qO._lO' D 411.00, AVERAOE b5b5l MAX RIDOE 110.55, ACTUAL RIDOE i0q.251 D.P. AT TOP OF EX15TINO 5EP4ER MAN -HOLE COVER AT SOUTH4',E5T CORNER OF PROPERT'r. 4 I -1.1 _zP :�p 17i PLANNINO 4� AS uat6. _r I EX. 10' SE4R---, EASEMENT A F NO. 211466&�OC) .30 jV80 GNV EXISTIN6,/ vE&ITA7)ON TO REMAIN 4 UNTOYC'HED. ORAVINO GUANTITIE5 ' EX. M. H. EXCAVATIOW-45-OU YD5 TOP=75.06 FILL: -40-45. CU_ YD5 INV=66.26 D.P. SET AT PLANNINO 75.06' Sie an5HT 2 OF 2_ I I-W ft zone P-5 -I'll 0 APPROVED BY PLANNING Corner pin&_ ()S .0 a. 10 Setback Am _uked A6tual EXI5TlNj9 4"PRAIN LINE — Front Sides N repoirt oce-08-10 55/10 ILE > 21 1 EX15TINO DECK T W -5; BE REMOVED ROP05EV c-ABLAW KALL OF NEH ROOfter -S —99 3.48.0 XISTIN& RNSW '57 -�p .4 0 OVERHANO OF05ED ROOF OVERHANO 'W? EX15TINC-7 OCINC. X15TINO NON-CONFOR'. IlN6 9:> "Y / I """ REPLACE EXI�lr. DECK OVER ExisnlNr, CONCRETE PATIO--,�— UTLINE OF EXISTIN TO BE REMOVE AF EXISTINS B. EX14TING HOUSE BA MENT MAIN FLR FF ±81.24 FF=±90.04 REFVArE EX��TIN& pErK---�- 5ILT FENCE EXf5TINr, 0 TOP OF CKERY BANK REMAI r 5CALE: I"=20.00' P ANNINO of 101 20, 30, 4ol 5o' ti i REET A TO 5TRur'IYRE�- VIP M"J"74 '5) 1 - "7 ...... r f-�_A I X' ASP A u S;i 7 4� V�AIA El 50" HI&H KALL N0. i I , A El EX15 PLANTER.j Ncl EX15TINC7 ROOFLINE REMOVE PLANNINC-7 JUL 2 6 2010 BUILDING DEPAP�MENT CITY OF EDMONDS a 0 3.48 09' KEFLAC, EXISANG E�IST C.P. 8 E ASI:.YHALT H DW�EWAY Asp WA, 1��EX15TIN& LAND50APIN(9 TO REMAIN <15 tQ) sprol�:� - W-1 38;7 84' Site Plan5HT I OF 2 50ALE: I"=20.00' 614001WIR �t -W- Ncrudt wrovW proem sW be kAerpreted tie allowing oT permituM the aWntenw-ce ul Orly cu'ffently exi" illept noneonforming or unpem , _ #W building struckm ar site condiLiOn whi�h is A)uWWe the seope dthe pwnnt appi"tiori, r,-ego6m of whetW ra& Wadhi srructure,6r dition is shlowu on ii6 t C I druchwe/or GArcement W�idn. EX15TING 5' UTILITY EA5EMENT-----t- 0 Q llz�c C) Site Address 1-1720 TALE30T ROAD EDMONDS, KA L15020 Owner R05ERT LINTON PO BOX 16cla EDMONDS, KA 11bO2O 425--nI-1qc1O Assessor's Parcel No. 005a14400005601 Impervious Surface CaIcs EX15TINO 131-00 ROOF OUTLINE IcII5 50. FT. (CONST. PRE-1c"2) EX15TINO 155MT PATIO (PRE-lq'72) 5016 EX15TINO MAIN FLR PATIO (PRE-72) 560 EX15TINO DRIVEksIA'i'(PRE-10"2) 6414 PROP05ED 51-06. ADDITION 1151 PROP05ED ENTRY PORCH '75 PROPOSED COVERED DECK 0 (OVER PRE-IcI12 PATIO) PROP05ED RE -&RAVED DRIVEKAY 501 TOTAL NEPq AREA Zonin 1-155 R5-20 Lot Size & Building Footprint BUILDINO EX15TINO 16011.0 50. FT. BUILDINO NEPq cI64.0 COVERED REAR DECK 151.0 COVERED ENTRY 100.0 TOTAL 2&64.0 50. FT. LOT AREA 50,555 LOT rOVERA6,r_- 11.4% STREET FILE RESUB JUL 2 6 2010 BUILDING DEPW7MENT Cl-ry of EDMONDS MINOR SITE REQUIREMENTS CHAPTER 6.0 EDMONDSS RMWATER CODE SUPPLEMENT (SEE ARCHITECTURAL PLANS FOR DETAILS) 1. AREA OF DISTURBANCE= LESS THAN 7,000 SF 2. GRADING, FILL OR EXCAVATION= LESS THAN 50 CY 3. NEW IMPERVIOUS SURFACE= LESS THAN 2,000 SF THE FOLLOWING BMPS MUST BE APPLIED FOR CLEARING & GRADING PROJECTS: 1. PLAN AND IMPLEMENT PROPER CLEARING AND GRADING OF THE SITE. IT IS MOST IMPORTANT TO CLEAR ONLY THE AREAS NEEDED, PRESERVE VEGETATION, PROTECT SOILS, AND KEEP EXPOSED AREAS TO A MINIMUM. 2. RE -VEGETATE, COVER WITH STRAW, OR OTHERWISE STABILIZE ALL EXPOSED SOILS AS SOON AS POSSIBLE. 3. LOCATE ANY SOIL PILES AWAY FROM DRAINAGE SYSTEMS. TEMPORARY STABILIZATION OR COVERING OF SOIL PILES MUST OCCUR AT THE END OF EACH WORK DAY OR OTHER BEST MANAGEMENT PRACTICES MUST BE IMPLEMENTED TO PREVENT DISCHARGES OF SOIL OR SEDIMENT TO THE CITY'S DRAINAGE SYSTEM OR SURFACE WATERS OR ADJACENT PROPERTIES. 4. PROVIDE STORM DRAIN INLET PROTECTION WITHIN THE PROJECT AREA AND DOWNSTREAM AS REQUIRED TO PREVENT SEDIMENT AND POLLUTANTS FROM ENTERING THE CITY'S STORM DRAINAGE SYSTEM. INLET PROTECTION MUST BE MAINTAINED THROUGHOUT THE LIFE OF THE PROJECT AND NOT CAUSE ANY DISCHARGE OF SEDIMENT OR LOCALIZED FLOODING ISSUES. ALL INLET PROTECTION MUST BE REMOVED AND PROPERLY DISPOSED OF IMMEDIATELY AFTER PROJECT COMPLETION. ADDITIONAL BMPS FOR UNDERGROUND UTILITY PROJECTS: 1. WATER -TIGHT TRUCKS MUST BE USED TO TRANSPORT ANY SATURATED SOILS FROM THE SITE. 2. ALL CONTRACTORS MUST HAVE A SPILL CONTAINMENT AND CLEANUP KIT ONSITE AT ALL TIMES THAT IS COMPATIBLE NTH THE APPLICABLE POLLUTANTS. 3. ALL UTILITY WORKERS MUST EXERCISE PROPER POLLUTION PREVENTION TECHNIQUES DURING ALL CONSTRUCTION ACTIVITIES INCLUDING THE PROPER STORAGE OF ANY HAZARDOUS MATERIALS. 4. DE -WATERING SHALL BE CONTROLLED PER ELEMENT #10, SECTION 3.2.3, VOLUME 11, OF THE STORMWATER MANUAL. ALL DISCHARGES INTO THE CITY -OWNED STORM SYSTEM OR WATER OF THE STATE SHALL BE IN COMPLIANCE WITH ECC 7.200, ILLICIT DISCHARGES. SANITARY SEWER DISCHARGES MUST HAVE APPROVAL FROM THE EDMONDS TREATMENT PLANT AND ENGINEERING DIVISION. Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,0R,WA) IN SW1/4, SW1/4, SECTION 7, T.27N., R.4E., W.M. MINOR SITE CONSMUCTION NOTES. 1. NO CHANGE IN EXISTING GRADES IS ANTICIPATED. 2. ALL EROSION AND SEDIMENT CONTROL WILL MEET RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT BY NELSON GEOTECHNICAL ASSOCIATES, INC. AND THE CITY OF EDMONDS. 3. COMPOST AMENDMENT REQUIRED TO ALL DISTURBED AND CONVERTED PERVIOUS AREAS. (ISTING ROOF OVERHANG -78 - ROPOSED ROOF EX. 10' SEWE 4' EASEMENT A.F. / / I I III OVERHANG EX DRAIN 4 11 1 ,--EXISTING 4z: NO. 2114682 C�-j RIM=80/0 I I I NON -CONFORMING SETBACK El EXIS G AP EXISTING C.B. TYPE 1 In (ov q) C C. I I I I I ill T EW C.B. TYPE 1 P. TIO_ - 4 M 1 1, EXISTIN HOUSE (EXEMPT) EXISTING VEGETATION co BASEMENT MAIN FLR RIM=89.41 TO REMAIN REPLACE EXISf. r W INV=86.91 DECK O�!ER FF=±81.24 FF=±90.04 UNTOUCHED. EXIS�NG ROOF AREA TO ROOF AREA TO CONCRETE P�Tl EX. RXR DRAIN Ex. SOUTH LOT NEW NTR OUTLINE OF D. EXISTING DECK TO REPkACE BE REMOVE EASTINGIDEC ILT FENCE E41STING TOP-75.06 INV=66.26 XISTING CB EXISTING DECK TO BE RIM=72± TYPE 1 xisTING 4' DRAIN REMOVED UNE 41 090 XISTING :FUNE/ 30" HIGH ROOFLINE I N-NEW C.B. TYPE 1 REMOVE RIM=89.31 FILTER FABRIC�� - roM' 387. INV=86.50 FENCE 84 PROPOSED STOCKPILE AREA (IF NEEDED)- 51'-NEW 4"PVC �ok LINE 04.57% INLET PROTECTION ROBERT LINTON TV.) ADJACENT LOT EX. C.B. TOP=85.62 TYPE 1 :NV=84.37-6"W NV-84.17-6*N APPROXIMATE EARTHWORK QUANnTIES EXCAVATION : . . . . . . . . . . . . . . . FILL : . . . . . . . . . . . . . . . . . . . UTILITY NOTE ±45 CUBIC YARDS ±45 CUBIC YARDS THE LOCATION OF UNDERGROUND U11LITIES SHOWN HEREONARE APPROXIMATE ONLY AND DOES NOT REFLECT THE LOCATION OF ALL UTILITIES ON OR IN THE VICINITY OF THE SUBJECT PROPERTY. THE OWNER SHOULD CONTACT ALL UTILITY PURVEYORS IN THE AREA TO ASCERTAIN THE LOCATION AND DEPTH OF ALL UTILITIES. ImDervious Surface Calics EX15TINO BLDO ROOF OUTLINE IL115 5a. FT. (rON5T. PRE-11-12) EX15TINO 55MT PATIO (FRE-1112) 516 EXISTINO MAIN FLR PATIO (PRE-12) 5(00 r-XISTINO MRI\/EHAY (PRE-11-72) 6414 FpoposED E3LDC-. ADDITION 115LI PROPOSED ENTRY FORcH -15 PROPO5EV rO\/r::REP DEOr, 0 (O\/ER PRE-111- . 72 - PATIO) - ___1 Im li- T� _.____.' ppopoe,ED RE-ORADED DRI\/EV4AY 501 TOTAL NEN AfZEA 1-155 N W E MMIMUM DRIVEWAY UOPE ALLOWED 14% fe SCALE 1 "=20' ism OEM MEMOMMM EEM INEM 6mi 0' 5' 10' 20' 30' 40' EXIST C.B. TYPE 1 RIM=96.95 INV=94.45 ZEXISTING LANDSCAPING TO REMAIN PROPOSED AREA OF DISTURBANCE (3,300 SF) SBLE FOR ()V4NERjr ONTRAc,,TOR IS RESPON AGE EROSION OONTROL AND DRAN, .,�CCEPUBLE TIM% NATERIAL SDK 35 SCH 40 N -12 F-81 0 - HA400,9 ALL UPOSED SURjFACF,3 TC) BE COVERED WITPUN 29 . DAYS VICINITY MAP N.T.S. EX FH #H2-20 IF EX. WATER METER & SE IF E TING 5' IF XIS UTILITY EASEMENT-� 1 If I / 1.49' / If 0 ;2 Q __j / ";c It 'r OWNER/APPLICANT CONTACT: ROBERT LINTON P.O.BOX 1898 EDMONDS, WA. 98020 ARCHITECT/APPLICANT REP. CONTACT. TOM LEREN THE LEREN COMPANY, INC. P.O.BOX 12863 MILL CREEK, WA. 98082 PH.: 425-776-6007 SURVEYOR/ENGINEER CONTACT. JERRY O'CONNELL LOVELL- SAU ERLAN D & ASSOCIATES, INC. 19217-36TH AVENUE W. SUITE 106 YNNWOOD, WA. 98036 L PH.: 425-775-1591 SOILS ENGINEER CONTACT. KHALED SWALISH NELSON GEOTECHNICAL ASSOCIATES, INC. 17311 - 135TH AVENUE NE, SUITE A-500 WOODINVILLE, WA 98072 PH.: 425-486-1669 REPORT#: 828210-DATED 06/08/10 BASIS OF BEARINGS Lamm m ,,,,�HAUL ROUTE Lovell - Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 > phone: (425)775-1591 10 e-mail: info@lsaengineering.com web: Isaengineering.com PROPERTY DATA ZONING RS-20 THE PROPERTY & ADJACENT PROPERTIES ARE ZONED RS-20 ADDRESS 17720 TALBOT ROAD EDMONDS, WA. 98020 AREA 30,385.28 SF = 0.698 AC TAX PARCEL NUMBER 005944-0000-3601 MONUMENTS AS SHOWN HEREON PER PLAT OF SURVEY RECORDED UNDER AUDITOR'S FILE NO. 8902275002 LEGAL DESCRIPTION THAT PORTION OF TRACT 36, TALBOT PARK, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 12, OF PLATS, PAGE 107, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID TRACT; THENCE NORTH 73*33'58" WEST, ALONG THE NORTH LINE OF SAID TRACT TO THE NORTHWEST CORNER THEREOF; THENCE SOUTH 35'52'40" WEST, 106.87 FEET; THENCE SOUTHEASTERLY ON A STRAIGHT LINE TO A POINT ON THE WEST LINE OF TALBOT ROAD WHICH IS 66.49 FEET, AS MEASURED ALONG SAID ROAD SOUTH FROM THE POINT OF BEGINNING; THENCE NORTHERLY ALONG THE WEST LINE OF SAID ROAD TO THE POINT OF BEGINNING; SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. BENCH MARK BOAT SPIKE IN UTILITY POLE 50 FEET SOUTH OF THE INTERSECTION OF 179th STREET S.W. AND TALBOT ROAD. (WEST SIDE OF STREET) ELEVATION : 153.07 DATUM : CITY OF EDMONDS (M.L.L.W.) TBIV1#1 TBM#1 : PK NAIL IN PAVEMENT 60 FEET EAST OF THE EAST FACE OF THE HOUSE AND 2.2 FEET SOUTH OF THE NORTH EDGE OF THE ASPHALT DWY ELEVATION : 93.69 MAILBOX NOTE I USE EXISTING MAILBOX LOCATION I NOTES THIS MAP DOES NOT PURPORT TO SHOW ALL EASEMENTS, RESTRICTIONS, RESERVATIONS THAT MAY AFFECT THE PROPERTY. RESUB ; n : 4 JUL 2 b 2 BUILDING DEPAI I MENY CITY OF EDMONDS 3 em JUL 2 05. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY. CITY ENGINEERING DIVISION I'ST 6U5MITTAL. - ol-?*-io Q) n n r) Q) N < N 71 It., < n di-i Ld 0 0 LLJ < z < LLJ Il_ V) 0:� 0 z Lij �7 0 CN < 3: z 0 0 C) [-- Ljj :D LLJ 0 V) 0 0 V) scALE AS SHOWN DRAWN CHECKED SHEET JPO JO DATE F.B. 07-22-10 1 519, P. 43 31TY PERMIT# BLD# 2010-0402 LSA M NO. 5241 1 OF2_ EROSION AND SEDIMENT CONTROL (ESC) NOTES 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE * CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZA11ON OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTEC11ON OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOS11ION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CON11NUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. 9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTEC11ON ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS ALL TEMPORARY EROSION AND SEDIMENT CONTROL EIMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 16. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 1, 1995]. SITE GRADING AND EROSION CONTROL NOTES GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO THE CURRENT EDITION OF THE W.S.D.O.T. STANDARD SPECIFICATIONS FOR ROAD , BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN. 2. ALL CONSTRUCTION IS SUBJECT TO THE INSPEC11ON BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE PLACING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLING. 4. THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE FOR ALL INSPECTIONS INCLUDING WATER AND SEWER SERVICES. 5. UPON COMPLE11ON OF THE SITE IMPROVEMENTS AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH HIS CONSULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR OTHER PERTINENT INFORMATION. 6. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT. 7. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THAT MAY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO UNDERGROUND FACILITIES RESUL71NG FROM HIS OPERATIONS. 8. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WERE APPLICABLE AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER. 10. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE. 11. ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVING. 12. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 13. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION. 14. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION. 15. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING AND EROSION CONTROL MEASURES ARE EMPLOYED. 16. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8-, 12". 18". 24" & 36" INCLUDING DETENTION PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 17. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO -SEEDER, OR AS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. 18. PIPING SPECIFICATIONS AS NOTED. 19. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT #1(ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION AND CONSTRUC71ON OF SEWER, WATER, AND UNDERGROUND POWER SHALL CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. STANDARDS. 1. STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF-BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL EIMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE NTH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 2. OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 3. MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 4. EXPOSED SOILS SHALL BE PROTECTED BY STRAW MULCH, PLASTIC SHEETING, HYDROSEEDING OR OTHER METHOD APPROVED BY THE CITY. 5. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 6. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 7. CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. 8. TO AVOID TRACKING MATERIALS ONTO THE PUBLIC STREET ALL VEHICLES LEAVING THE SITE SHALL BE CLEAN. 9. DURING CONSTRUCTION PROPER BMP'S SHALL BE EMPLOYED TO CONTROL DUST. IN SW1/4, SW1/4, SECTION 7, T.27N., R.4E., W.M. ADAPTOR SKIRT TRIM TO WITHIN 3" - 5" OF GRATE FILTER FABRIC SECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR I EQUIVALENT -,,,I CU B'- 12' U PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, C I �O zo CU CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. RETRIEVAL STRAP I FILTER FABRIC MATERIAL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE, WIRE MESH SUPPORT TO SUPPORT FILTER BURY BOTTOM OF FILTER MATERIAL 8' TO 12' 2' X 2' WOOD POSTS 13R EQUIVALENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. CITY OF EDMONDS STANDARD DETAIL FILTER FABRIC FENCE FILTRATION SYSTEMS SCAI NTS E1.1 NOVERFLOW BYPASS FOR PEAK GEOTEXTILE FABRIC SEDIMENT STORM VOLUMES ACCUMULATION NOTES 1. INSERT SHALL BE INSTAI I ED PRIOR TO CLEARING AND GRADING AC11VITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. STREET FILE 2. SEDIMENT SHALL BE REMOVED FROM THE LNIT WHEN IT BECOMES HALF FULL 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO 'ME CATCH BASIN. CATCH BASIN INLET PROTECTON INSERT SEE C.O.E. #E1.3 R E133 U B N. T. S. JUL 2 6 2011) BUILDINCI DEPAR,_�MENT CITY OF EDMONDS Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,M7r,ND,0R,WA) DISTURBED SOIL PROTECTION NOTE NOTE: SOIL PROTEC11ON BMP'S SHALL BE APPLIED WITHIN THE FOLLOWING SCHEDULE: FROM MAY 1 TO SEPTEMBER 30: ANY DISTURBED AREA IN WHICH NO ADDITIONAL WORK WILL BE PERFORMED wTHIN 7 DAYS SHALL BE PROTECTED BY STRAW MULCH, PLASTIC SHEETING, HYDROSEEDING OR OTHER METHOD APPROVED BY THE CITY. FROM OCTOBER 1 TO APRIL 30: ANY DISTURBED AREA IN WHICH NO ADDITIONAL WORK WILL BE PERFORMED WITHIN 2 DAYS SHALL BE PROTECTED BY STRAW MULCH, PLASTIC SHEETING, HYDROSEEDING OR OTHER METHOD APPROVED BY THE CITY. NOTES THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON ARE APPROXIMATE ONLY AND DO NOT REFLECT THE LOCATION OF ALL UTILITIES ON OR IN THE VICINITY OF THE SUBJECT PROPERTY. THE OWNER SHOULD CONTACT ALL UTILITY PURVEYORS IN THE AREA TO ASCERTAIN THE LOCATION AND DEPTH OF ALL UTILITIES. APPROVED FOR. CONSTRUCTION CITY OF EDMONDS DATE: BY. CITY ENGINEERING DIVISION L Lovell- Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info@lsaengineering.com web: Isaengineering.com IST 5U5MITTAL - ol-24-io W z N V) Ld I- ry 0 0 z 11 z Ld I-_ V) I SCALE Q) N Lij C) Lij- 0� ft Lij rill 0 71 0 V) V) n < 0 z 0 :2 >_ r) LLJ 0 LJJ :D V) 0 0 0 V) M 0 Ntl 0 V) V) 2 AS SHOWN DRAWN CBECKED DATE JPO F.B. JPO 07-22-10 519, P. 43 BLD# 2010-0402 LSA FILE NO. SHEET 2 OF2