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Permit File BLD-2021-0095 4401 Oakes Avenue (3)
ti� %ERRIGS "Is AStor� � , r: � m Water Drainage Report oki PO ' ' , ' + i mum Requirements 1 through 9 'V 27807 ENGINEERING DEPARTMENT c.� ,'�Fors-IIR° e 904 6th Street Anacortes, WA 98221 11,7Aw `r/GNAL1 i www.anacorteswa.gov cog z�--� _. Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: High sediment poterilial 125. Reviewed as #2 Only. Combined new impervious surface is within the 9310 sq tt for both lots proposed. Project Address: _4319-4401 Oakes Avenue Submittal Date: 1/25/2021 Parcel Number: P133694 Revision Number: Permit Number: BLD-2020-- Reviewer: Rob F. Acceptance Date (COA): 1/2//2U21 FRONT OF REPORT: Submittal Checklist: (All items listed below are required for a complete submittal) a Cover Sheet (Preparer to Provide): Project title, Location, Revision dates, Engineer's Stamp o TAB 1: Minimum Requirement#1 — Preparation of Stormwater Site Plans a TAB 2: Minimum Requirement#2 — Construction Stormwater Pollution Prevention (SWPP) o TAB 3: Minimum Requirement #3 — Source Control of Pollution o TAB 4: Minimum Requirement#4 — Preservation of Natural Drainage Systems and Outfalls o TAB 5: Minimum Requirement #5 —On-site Stormwater Managements o TAB 6: Minimum Requirement#6 — Runoff Treatment • TAB 7: Minimum Requirement#7 — Flow Control oFORconEc.c o TAB 8: Minimum Requirement#8 --Wetland Protection 4C.,11 Y a.ft,A{yam x m o TAB 9: Minimum Requirement#9—Operation and Maintenance o APPENDIX 1 - Survey performed by a Professional Land Surveyor L + wV rG z o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) `Tro FIELD N1-4se� o APPENDIX 3 - Model Soil Management Plan for BMP T5.13 o APPENDIX 4 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 5 Site Plan with all applicable information (Minimum Size 11x17— 30 scale) o APPENDIX 6 Documented Site Photos (North, South, East and West) a APPENDIX 7 - Drainage BMP Facility Maintenance Covenant, if applicable. To be recorded prior to the Temporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance. FLOW CONTROL EXEMPT Stormwater Management Requirements: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 o Refer to the 2012\14 Department of Ecology Manual, as amended in 2014 for further required information. o See also, City of Anacortes Municipal Code 19.76 for additional information o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional information. Project Description and Summary: Summary Table Existing Proposed Development Type Number of Lots 2 Lot Acreage in SF 24,833 SF _Soil Type(s) Coveland Gravely Loam HG C/D Site Sediment Transport Score (High\Low) High 125 Depth to Ground Water Table (Feet and Inches) N/A Flow Control Exempt (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) N/A Flow Control Exempt Impervious Surface (on-site) 3,900 sf 9,310 sf Impervious Surface (off-site) 0 0 New and Replaced Hard Surface Total (SF) 0 9,310 sf Lot Coverage (Percentage) 0 7 53% BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils Water Quality Method (Minimum Requirement 6) N/A Water Quantity Method (Minimum Requirement 7) N/A Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence) The 24,833 square foot lot has an existing concrete driveway extending from Oakes Avenue over the existing pan handle of the lot. The driveway is shared with an existing residence at 4317 Oakes Avenue. The site slopes from the back southeast corner of the site to the northwest corner of the site at an average of 9%. The site is grass with no trees. There are no critical areas identified on or near the site. The 48 North Plat to the east has an existing intercepting storm pipe running the length of the adjoining property line intercepting offsite flow from entering the site. The same is true for the single family home to the south with storm water collected and directed to an existing 8" storm pipe that extends through the center of this property in an existing storm and sanitary sewer easement and conveyed to the Oakes Avenue drainage system. Also an existing perforated pipe is located along the western property line that terminates in the northwest corner low point of the property in an existing 8 foot deep 6' square dry well. Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces , proposed contours) The submittal is for a two lot short plat with a common access driveway also share with 4317 Oakes Avenue. A preliminary layout identifies two homes and paved driveway and parking area in addition to sidewalks and patios for a total of new and replaced hard surfacing of 9,310 square feet. The southeast corner of the site will be cut up to 5 feet and the northwest corner of the site will be filled approximately 5 feet. All new concrete surfacing will be sloped to the Version Date: October 7, 2019 Previous Version Date: February 20, 2019 north and collected in a catch basin. The storm drainage from the site already exists and currently connects to the existing enclosed storm system in Oakes Avenue. A significant portion will be graded to accommodate the proposed homes and driveways. An existing utility easement for storm, sewer, water and dry utilities extends up the proposed new property line. Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? G5 Identify any downstream drainage issues (Storm Comp Plan: Yes. If so, describe: This site discharges to an existing drainage system on the South side of Oakes Avenue beginning at a catch basin at the bottom of the existing concrete driveway that flows west in an existing 12" storm pipe for 300 feet before discharging to an open drainage ditch. After 66 feet of open ditch the drainage system is a closed system for 2,254 feet to the Guemes Channel that combines with the Clearidege drainage system and crosses Oakes Avenue to the north and passed through the San Juan Passage Development to Edwards Way and conveyed to the discharge at the base of Edwards Way at Guemes Channel. The system is identified as being surcharged and that the portion in Edwards Way was to be replaced. The Edwards Way portion has two separate drainage pipes with one for the Clearidge drainage and a separate one for San Juan Passage. Complete the Applicability Requirements — Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Figure I.2.4.1 Flow Chart for Determining Requirements for New Development Start Here 1 Does the site have 35% Yes See Redevelopment Minimum or more of existing ■ Requirements and Flow Chart impervious coverage? (Figure I-2.4.2). No Does the project convert a acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater,of new plus ■ native vegetation to pasture? replaced hard surface area? \ No Yes Yes Does the project result in 2,000 square feet or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. ■ Does the project have land Minimum Requirements#1 disturbing activities of 7.000 through#5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. No • Minimum Requirement#2 applies. Figure I-2.4.1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF ReHsed June 2015 ECOLOGY Please see httpi, we.ecy.wa.gov/copyrrght.htmffor copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I- Chapter 2-Page 37 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Figure I-2.5.1 Flow Chart for Determining LID MR #5 Requirements Does the project discharge to Flow Control Exempt Waters(per Minimum Requirement(MR)#7)? Yes REQUIRED:Implement the following BMPs No where feasible: • BMP T5.13:Post-Construction Soil Quality ■ No(the and Depth Does the project project ▪ BMP T5.10A,8,or C:Downspout Full trigger only MRs#1- triggered Intihtration,Downspout Dispersion #5?{Per Figure 3.2 or only MR#2) No additional Systems,or Perforated Stub-out Figure 3.3 in Appendix0. Connections 1 of the 2013-2018 requirements . BMP T5.11 or T5.12:Concentrated Flow W1NA Phase II Permit Dispersion or Sheet Flow Dispersion &Phase I Permit). NOT REQUIRED:Achievement of the LID No(the project triggered Performance Standard.Applying the other Yes only MRs#1-#R9) BMPs in List#1 or List#2. Is the project inside the UGA? Did the project developer choose to meet No the LID Performance Standard? Yes Is the project on a parcel No of 5 acres or larger? REQUIRED:For each Did the project developer No Yes surface,consider the choose to meet the LID + BMPs in the order Performance Standard? REQUIRED:Meet the LID listed in List#1 for that Performance Standard through type of surface.Use Yes the use of BMP[s]in the the first BMP that is 2014 3W 1MAW except for considered feasible. Yes No Rain Gardens(the use of Bloretention is acceptable). NOT REQUIRED: Achievement of the LID ■ If the project can't meet the Performance Standard. REQUIRED:For each LID Performance Standard,it surface,consider the BMPs must seek and be granted an REQUIRED:Meet the LID Performance in the order listed in List#2 exception/variance. Standard through the use of any BMP{s]in for that type of surface.Use the 2014 SWVIMWWexcept for Rain Gardens the first BMP that is REQUIRED:Apply BMP T5.13 (the use of bioretenlion is acceptable). considered feasible. Post-Construction Soil Quality and Depth. REQUIRED for Projects Triggering MR#1-9`: NOT REQUIRED: Apply BMP T5.13 Post Construction Soil Achievement of the LID NOT REQUIRED:Applying the Quality and Depth. Performance Standard. BMPs in List#1 or List#2. NOT REQUIRED:Applying the BMPs in List #1 or List#2. *Recommended by Ecology for projects triggering MRs#1-#5. Figure 1-2.5.1 Flow Chart for Determining LID MR #5 Requirements DEPARTMENT OF Ratised June 2015 ECOLOGYPlease see hffpi/www.ecy.wa.gaulcopyright.hfmlfor copyright notice including permissions, State of Washington limitation of liability.and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I- Chapter 2-Page 60 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 1 (MINIMUM REQUIREMENT #1) • 1-2.5.1 Minimum Requirement#1 — Prepare a Stormwater Site Plan - 1.3 — Preparation of a Stormwater Site Plan - 1.3.1 — Stormwater Site Plans: Step-by-Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1.1 Step 1 - Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. A Stormwater site plan has been prepared showing erosion control methods for this site. The site slopes at and average of 9% to the northwest corner of the site. The uphill property is developed with all storm water being intercepted at the property lines and conveyed away from this site. An existing interceptor trench along the west boundary with an existing perforated pipe in drainrock bedding, discharges to an existing 8 foot deep 6 foot by 6 foot drywell located at the low-point of the property in the northwest corner of the site protects the downhill properties from storm water discharge. The existing drywell, although not ideal for infiltration, was the result of a compromise with the neighboring downhill property to reduce the impact of offsite storm water discharge. The drywell seems to be helping. A soils report was completed for the site by Linda Spicher. The soils report included in Appendix 2 identifies the soils as sandy silty clay Hydrologic group C/D with a anticipated water table from 16" to 19" in depth. The soils are not conducive to infiltration with hard pan at the same depth as the anticipate water table. 1-3.1.2 Step 2 - Prepare Preliminary Development Layout Based upon the analysis of existing site conditions, locate the buildings, roads, parking lots, landscaping features, on-site stormwater management BMP's, and preliminary location of stormwater treatment and retention/detention facilities for the proposed development. BMP's will include covering soil stock piles and protecting down slope properties with silt fencing. The existing concrete driveway will act as the access to the site with a construction entrance located at the southern end. Grading will be extensive throughout the site. The storm water discharges to an exempt body of water with no opportunity for infiltration on site except for perforated stub out connections for each home. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 1-3.1.3 Step 3 - Perform Off-site Analysis (at Local Agency's Option): Use additional Sheets, if necessary, Ecology recommends that local governments require an off-site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert 3/4 acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to mile downstream of the project site. The downstream drainage system is conveyed to a 12" drainage system on the South side of Oakes Avenue and flows west 300 feet before discharging to an open drainage ditch. After 66 feet of open ditch the drainage system is a closed system for 2,254 feet to the Guemes Channel. 1-3.1.4 - Determine Applicable Minimum Requirements Establish project size thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figures 2.4.1 (Attached) and 2.4.2 (Attached) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine whether Minimum Requirements #1 through #5 apply to the project; or, whether Minimum Requirements #1 through #9 apply. Please note, that Minimum Requirement#1 through #5 may trigger additional Minimum Requirements, such as Flow Control. The total new impervious area added to this site will be 9,310 square feet and over the 5,000 square foot threshold and triggers minimum requirements 1 through 9. 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) A storm water plan is provided in the developed site plan in Appendix 5. The drainage system will be described in minimum requirement #5 below. The options for a perforated stub out and sheet flow dispersion are discussed in Minimum Requirement#5 below. 1-3.1.6 Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (MR#2 — 13 Elements) Refer to Chapter 11-3— Planning for a detailed description of each element. See also attached Tables 4.1.1 (Source Control BMP's by SWPPP Element) and Table 4.2.1 (Runoff Conveyance and Treatment BMP's by SWPPP Element). See attached 13 Elements of a SWPPP, please complete and attached 1-3.1.7 Step 7 - Complete the stormwater site plan The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage review authority. Refer to this section of the Manual for further clarification of each item and what is required. See below: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 • Project Overview • Existing Conditions Summary • Off-site Analysis Report • Permanent Stormwater Control Plan • Construction Stormwater Pollution Prevention Plan • Special Reports and Studies • Other Permits • Operation and Maintenance Manual • Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities. (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Declaration of Covenant for Privately Maintained On-site Stormwater BMP's (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Bond Quantities Worksheet, if applicable The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. 1-3.1.8 Step 8 - Check Compliance with all Applicable Minimum Requirements A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan should be reviewed to check that these requirements are satisfied. To take place during review and during and after construction. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 2 (MINIMUM REQUIREMENT #2) • 1-2.5.2 Minimum Requirement#2 — Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. Table 4.1.1 Source Control BMP's by SWPPP Element Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Elamarnf}7 ElamarnR Element05 Elements E lament/B ElementR11 Element012 Elamernf}13 BLIP or Element Nome Preserve Establish ProtectProtect Control Maintain Manage the Protect Low 1RagetetbnAMak Conatnjctbn Solo Slopes Pollutants BMPs Project Impact Clemina Limits Access Development BLIP C101: Preserving Natural Vegetation se BLIP C102:Buffer Ions ,/ I BLIP C103:High Vl ibilty Plastic or Metal r r Fence BLIP C105: SmhlixedConatroctlan r Entrance I Exit BLIP C105:Wheel Wash r BLIP C10T:Construction RoodfParkrlg r Area Stakllutlon BLIP C120:Temporary and Pernsnent r if Seeding ®LIP C121: Mulching r if BMP C122: Nets and Blankets I I SHP C123: Piers*Covering V ®HP C124: Sodding V SHP C125: ioptolling/Comportklg V SHP C120: Palymndmide for Soil Eroxlon V Protection SHP C130: Sudan Roughening V V SHP C131:GredleniTerraxn r r ®HP C140: Dust Control r SHP C150: Manrkrle On Hand r r SHP C151:Concrete Handling r SUP C132: Saerautdng and Surfacing r Palution Prevention SLIP C133: LIalerkrl Delver',Storage and r Containment BMP C134:Concrete Mahout area r SUP C100:Ceelled Erosion and r r Sediment Control Lead ®HP C102:Scheduing I Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element Version Date: October 7, 2019 Previous Version Date: February 20, 2019 • ELur.d�s4 ElCrrroot8 Element g#13 E3aerracri Elerrrerd N6 EFeromt Of? Etat-whi n =lgrntnk On Wadi SlebIllzo 1 PralPck lfiw M O cc !went Nice Oegllrol Pr Owl PhAiict c.ontral Cantral De, Rr4Mrl atg6 Sedimento iiru Slopes Drain Irdair {`haarra l Pairiante I let±Hr IrrQeaE _ _ Cromlrola end Otrtlels Jere lvptnent wia CAP- w7eirrOatato#OM aesd> rala ..__ . —__ V EMU,UM': ,rawi,l_argd C]rah5iels V BUP CM;Chet,rrrel LLB . ' BAIP C204: Wator live , ,/ EIMP CM: Plr*slode Drains V !]Nil.C2N: thrIbiudiogi brains V I — EIMF'CM: L ued 9prea 1u rev E]MP C201: CheekDos ,/ I — IMP ENO; YrialtEubrt$Ih4{rreo9eA1 . I - Errc:mad Clhe�ttk Derri — BMP C21 OuHaE Pr alroo I V 6MP C224: 511.mm I)raIr`Innt Proteeilon BMP C, I: Brush Barrier 1 MO=I Oravtt]Mtkor I}eral V rL _ • BMR C2341 V roielal4d BdrIp V 13M15 CZa 1itrfrlos ,l 1 13MP C2aR 1teglleltly$FiltratIMI : ,f y BMP d Re ferooriE Try 1 ,l 6MPCM: Tempcirary9 erbtPoni 1 I BMP CoevalmactieiScornwaltf Chelr,ldrrl Yrir+a1i t I _ ._. _. _ _ - -- ElMP C251:Canalr4cUon Ete ir • flllrerllnn 8MP C25Z iligll pH Neuiraltealion!Min ,/ CO2 —IMP{*ga:pHC ntrdforFlhahpHlSreter -- --1- i I I Version Date: October 7, 2019 Previous Version Date: February 20, 2019 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed Above from the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name:_ Chris Felt Site Address:_4319/4401 Oakes Avenue Prepared By: Dale Herrigstad PE The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed ❑ These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your project. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ▪ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. A high visibility construction fence BMP C103 will be installed at the perimeter of the construction site except if and existing fence already exists or were silt fence is used. BMP will be installed as first step of construction. BMP to be monitored daily and repaired as needed. ELEMENT 2: Establish Construction Access Limit construction vehicle access and exit to one route, if possible. • Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. • Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. Conduct street washing only after sediment is removed in accordance with the above bullet. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. The construction entrance will be limited to one location at the top of the existing concrete driveway on the north side of the project with BMP C105 or C107 (Construction Entrance.) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. BMP C233, Silt Fence will also be installed along the west and north downslope perimeter of the construction site. The majority of the site will be disturbed. ELEMENT 4: Install Sediment Controls ▪ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. BMP C233, Silt Fence will also be installed along the west and north downslope perimeter of the construction site. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. BMP C162 Scheduling. ELEMENT 5: Stabilize Soils ❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. ❑ Control stormwater volume and velocity within the site to minimize soil erosion. ▪ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 — Sept 30): 7 days Version Date: October 7, 2019 Previous Version Date: February 20, 2019 o During the wet season (Oct 1 —Apr 30): 2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑ Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. ❑ Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching and plastic covering. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. Refer to Table 4.1.1 in MR#2. ELEMENT 6: Protect Slopes ▪ Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). ❑ Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. ▪ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. • Stabilize soils on slopes, as specified in Element 5. ▪ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. The site has an average slope of 9% and slope protection will be installed as need during and after excavation of the house sites with plastic sheeting and/or much depending on the site conditions. ELEMENT 7: Protect Drain Inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ▪ Inlets should be inspected weekly at a minimum and daily during storm events. Per detail 1-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. Nearest CB is at the base of the concrete driveway at Oakes Avenue. BMP to be monitored daily and repaired as needed. ELEMENT 8: Stabilize Channels and Outlets ▪ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels, swales, or streams. ELEMENT 9: Control Pollutants L Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. o Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. L Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation / concrete installation. BMP to be monitored daily and repaired as needed. Contractor is to provide spill prevention kits for excavation and concrete crews are required on Site. ELEMENT 10: Control De-Watering ▪ Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ▪ Discharging sediment-laden (muddy)water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. If dewatering is needed all discharge will be directed to a temp. sed. trap BMP C240 prior to discharge to the city storm drainage system. The sediment trap will be designed for a typical 4,600 sf impervious area or 0.11 acres where the developed 2 year flow is 0.03 cfs X 2080 sf/cfc flow = 62 sf surface area plan or 8'x8' square surface pond area minimum. ELEMENT 11: Maintain BMPs n Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be Version Date: October 7, 2019 Previous Version Date: February 20, 2019 examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed and or as required by the City of Anacortes. Weekly reports are required to be submitted to the building department. ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑ Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. Maintain, update, and implement the SWPPP. Li Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑ From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑ The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed and the responsibility of the owner. Project does require a certified CESCL. ELEMENT 13: Protect Low Impact Development BMPS If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. No LID BMPS are proposed. Applicant Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 3 (MINIMUM REQUIREMENT #3) • 1-2.5.3 Minimum Requirement#3 — Source Control of Pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. All Commercial Properties, Industrial Properties, and Multi-Family Properties, Boatyards, Sand and Gravel Mining Operations are required to comply with this Minimum Requirement. Refer to Chapter IV-2.1 Applicable (Mandatory) Operational Source Control BMP's Single family homes are exempt from this requirement. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 4 (MINIMUM REQUIREMENT #4) • Minimum Requirement#4— Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural location, to maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All outfalls require energy dissipation. The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. Will this project disturb the Natural Drainage System or Outfall of the project Site? NO. If yes, refer to section 1.2.5.4 for Supplemental Guidelines for additional information. No change in natural drainage from this site is proposed. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 5 (MINIMUM REQUIREMENT#5) • Minimum Requirement#5— On-site Stormwater Management Project thresholds that trigger Minimum Requirements #1 through #5, shall utilize the On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7 — Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria for List#1 and List#2. Is this project Flow Control Exempt? Yes (See Appendix l-E: Flow Control-Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement#7: Flow Control). If No, then the project triggers Minimum Requirement#7 (1-2.5.7) and possibly Minimum Requirement#8 (1-2.5.8). The flow from this site is an enclosed drainage system to Fidalgo Bay and a flow control exempt body of water. If the project is Flow Control Exempt, select from the list below (Skip List 1 and List 2). o BMP T5.13 Post Construction Soils Quality and Depth o BMP T5.10A: Downspout Full Infiltration, or; o BMP T5.10B Downspout Dispersion Systems, or; o BMP T5.10C: Perforated Stub-out Connections, or; o BMP T5.11 Concentrated Flow Dispersion, or; o BMP T5.12 Sheet Flow Dispersion Version Date: October 7, 2019 Previous Version Date: February 20, 2019 All sites are required to utilize BMP T5.13 — Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on-site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5 — On-site Stormwater Management. Lawn and Landscaped Area: • BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP. http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf See Appendix 3 for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Applicant Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 13MP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed)soil and vegetation provide important stormwater func- tions including:water infiltration; nutrient,sediment,and pollutant adsorption;sediment and pollutant biofiltration;water interflow storage and transmission;and pollutant decom- position.These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost,but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides,fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes,and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation,and minimizes the need for some landscaping chem- icals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost,com- posted woody material, biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state,the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated,controlled area, not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall,at project completion,demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds,and 5%organic matter content in turf areas, and a pH from 6.0 2014 StormwaterManagement Manual for Western Washington Volume V- Chapter 5-Page 911 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 to 8.0 or matching the pH of the undisturbed soil.The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers,where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved"amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales,and Planter Boxes(p.959),with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40%to 65%, and a carbon to nitrogen ratio below 25:1 . The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.)above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options:The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved"rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved"rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 9/2 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/PermittingllnspectionNerification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http:llwww.soilsfcrsalmon.org/pdf!Soil BMP Manual.pdf Maintenance • Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction,such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Reduce and adjust,where possible,the use of irrigation,fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: • BMP T5.10B: Downspout Dispersion Systems(p.905) . BMP T5.11 : Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) • BMP T5.18: Reverse Slope Sidewalks (p.937) • BMP T5.30: Full Dispersion (p.939)(for public road projects) 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 913 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Figure V-5.3.3 Planting bed Crass-Section MuIc — r..__, Clii $11 Loose sot with visible dark organic matter } 4'' Loose or 1 fractured subsoil Reprinted from Guidelines and Resources For implementing Soil Quality and Depth EI MP T5.13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington,2010.Washington Organic Recycling Council MOM= Figure V-5.3.3 ullgi Planting Bed Cross-Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see hffpllwww.ecy.wa.godcopyright.hfmlfa copyright notice including permissions. State Of Washington limitation of liability.and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 914 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 111-3.1.3 Perforated Stub Out Connections (BMP T5.1OC) A perforated stub out connection is a length of perforated pipe within a gravel filled trench that is placed between roof downspouts and a stub out to the local drainage sys- tem. Figure III-3.1 .8 Perforated Stub-Out Connection (p.466)illustrates a perforated stub out connection.These systems are intended to provide some infiltration during drier months. During the wet winter months,they may provide little or no flow control. Applications & Limitations Perforated stub-outs are not appropriate when seasonal water table is less than one foot below trench bottom. In projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55), perforated stub-out connections may be used only when all other higher priority on-site stormwater management BMPs are not feasible, per the criteria for each of those BMPs. Select the location of the connection to allow a maximum amount of runoff to infiltrate into the ground (ideally a dry, relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily com- pacted (e.g.,driveways and parking areas)surfaces. Use the same setbacks as for infilt- ration trenches in 111-3.1.1 Downspout Full Infiltration Systems(BMP T5.10A) (p_452). Have a licensed geologist, hydrogeologist,or engineering geologist evaluate potential runoff discharges towards landslide hazard areas. Do not place the perforated portion of the pipe on or above slopes greater than 20%or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems,the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirement can be waived if site topo- graphy will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. Design Criteria Perforated stub out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level,2 foot wide trench backfilled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe. Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see Figure 111-3.1.8 Perforated Stub-Out Connection (p.466)). Runoff Model Representation Any flow reduction is variable and unpredictable. No computer modeling techniques are allowed that would predict any reduction in flow rates and volumes from the connected 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 465 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 area. Figure III-3.1.8 Perforated Stub-Out Connection random fill He'::nY ''-' -= •::t'fk:+: 6^ :-t, ' yrnn:�,. . s"c Ff" •.-.--'may filter fabric K�;lfe-Ilteli; 4"pert pipe 15 min. r�fi�Fiel .tea is frail;`� .:fir r+��e fl�r �� 1%"-X"washed rack I- 24"min. Trench X-Section slope to road ~ drainage system 2'x 10'' level trench wlperf pipe Plan View of Roof NOT TO SCALE Ma.= Figure III-3.1 .8 ulUI Perforated Stub-Out Connection DEPARTMENT O F Revised December 2015 ECOLOGY Please see httpi/www.ecy.wa.goulcopyright.htmt for copyright notice including permissions. State of Washington limitation of liability,and disdaimer. 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 466 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 6— (MINUMUM REQUIREMENT 6 - RUNOFF TREATMENT) Refer to 1.2.5.6 and provide the required information for this Minimum Requirement. Threshold requirements for determining the applicability of runoff treatment. Projects in which the total of pollution-generating hard surface (PGHS) is 5,000 square feet or more in a threshold discharge area of the project, or Projects in which the total of pollution-generative pervious surfaces (PGPS)-not including permeable pavements-is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. This project will add 3,050 square feet of concrete driveway and below the 5,000 square feet requiring runoff treatment. Runoff Treatment is not required. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 7 — (MINUMUM REQUIREMENT 7 — FLOW CONTROL) Refer to 1.2.5.7 and provide the required information for this Minimum Requirement. Threshold requirements for determining the applicability of flow control. • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area, or • Projects that convert 3/4 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold dis-charge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site, or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a 0.15 cfs increase using 15-minute time steps). The total proposed new or replaced impervious hard surfaces is 9,310 square feet and below the 10,000 square feet threshold discharge area. The site also discharges directly to Guemes Channel through enclosed storm piping. Flow Control is not required and the project is Flow Control Exempt. TAB 8 — (MINUMUM REQUIREMENT 8 —WETLAND PROTECTION) Refer to 1.2.5.8 and provide the required information for this Minimum Requirement. There are no wetlands down stream of this site before discharge to the Guemes Channel. TAB 9 — (MINUMUM REQUIREMENT 9 — OPERATION AND MAINTENANCE) Refer to 1.2.5.9 and provide the required information for this Minimum Requirement. There are no maintenance requirements for a perforated stub out. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 FELT RAKES AVENUE BOUNDARY LINE ADJUSTMENT AUDITCIRS CERTIFICATE IN THE S.E. 1/4, SEC. 22, TI9P 35 N., RNG 1 E., W.M. RECORD IT SURVEY AT THE REQUEST OF DALE K.HERRIGSTAD CITY OF ANACORTES, WASHINGTON 1..i.co.,,r Arrest • tI Z912ef1 vep. e,�y 2 err Zl`y \� + \ L iTS ..• •RENAs \ r"'', T '.,` \ 1.\ `'% 't 5 � Es PW> '. KI A\ 22 `. . 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Zoning: (R2)ResidenNol Low Density. r t t+ \+ • -' S. Water 5uppy. Cif.of Anocortes- U) I 1r + \ -- D7-"V • -'•1 S. Sewer Disposal: City of Metartes N I + r �� + l -_?� m / r` "ti- 7. Storm Sewer: City Ni Anacartee. ' �+'s a -C r L $ .+ - 14 B. Me Is a boundary sunny or y. Not oil utietlas were y 1+ 1 ,�A Yet _ I Investigated. O L$ '1 1'� �` • r` ��ap r..% 5 SECTIl7! TIE SEE L. t - *' �3�UQovA ° - 17 ROD AF R200807220033 a 1-'-'-' �� '7 1 -i 1 .+ pk57 I- 16 1 L9 p3 �r ;�3 5 I I \ PROPERTY AREA BEFORE BLA y�SN� t; L51\A '+ rl 5 no6Rra l 1 35,734 SF (0.82 ACRES) _�- - 1 t r clue 1 L '+ 's ` I ' — - ADDRESSES!+ r + _•.'H,,PLAT OF CLEARILGE➢IV II LOT 1 4317 OAKES AVENUE _ - - 1 + r OF 48294226013 ME d `E t , , 1`I --5?'"!�� - P82597 1 P82596 LOT 2 4319 OAKES AVENUE w I O ' \ _-3-.- 1 I REVISED FROM EXISTING rt {N HOUSE ADARESS OF O 4403 OAKES AVENUE O. SECTION 22,TOWNSHIP 35 N., 0 2s GRAPHIC SCALEE PROPERTY OWNERS CRY Of 0 Chris R Cheryl Felt SKAGIT COUNTY,WASHINGTON. 16839 Kart Road CO )c-....," u I or rim 1 Mount Vernon, WA 98273 BLA-2016-1009 I Inch. 50 SL I SURVEYOR'S CERTIFICATE HERRIGSTAD BOUNDARY LINE ADJUSTMENT THIS MAP CORRECTLY REPRESENTS A SURVEY WOE eY NE OR UNDER FOR X L� K°'IERRIGSTAD P.L.S. A._ lAY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE Q 1 Ff ,• ,,p WI" SURVEY RECORDING ACT AT THE REQUEST OF CHRIS a T N JUNE ENGINEERING AND SURVEYING CHRIS FELT y43e0 WHISTLE LAKE ROAD i1 I' i �1. 2016- � �� 7r 4320 WHISTLE LE LASE ROAD, ANACORTES WA SCALE DATE: JOB NO: Z ACORTES WA 98221 te . DALE I.HERRIOSTAO,P.LS J^� �' Noted Nov.2016 2415_62 W 360-299-8804 I� PHONE (380) 299-8804 a i_yam Odle � �� ���7 - SAWN BY: CHKD ern SHEET: OF: EL Out H. DIN 1 2 Q I APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) Soils Report Linda Spicher, Septic System Designer (360)708-3004 Project/Client: Chris Felt Page / of/1 Cascade Building Designs, Inc. 16839 Kamb Road Mount Vernon, WA 98273 Site Address: 4319 Oakes Ave., Anacortes, WA 98221 , w eo Parcel Number: 133694 Date on Site: 12/17/17 s D DESIGNER Map Unit, Natural Resources Conservation Service: EC Iles os 29.;g #30 - Clallam gravelly loam, 8 to 15% slopes This area has been altered by logging, and by back-blading to smooth the soil surface. Soil Log 3 likely represents an area of historic fill,with the brown silt loam horizon, found at 24", the original surface soil. The vegetation of the area is mostly field grass and blackberries. Soil Types Loading Rate Soil Log 1 0—6 brown silt loam 5 0.4 6— 16 brown fine sandy silt loam 5 0.4 16 21 red medium sandy loamy clay 7 not suitable 21+ gray ashy clay 7 not suitable anticipated water table at 16" observed water table at 21" Soil Log 2 0—7 brown silt loam 5 0.4 7—23 brown medium sandy silt loam, roots 5 0.4 23—25 gray ashy clay 7 not suitable anticipated water table at 23" observed water table at 23" One of seven numerical classifications of fine earth particles and rock fragments as described in WAC 247-272A-0220(2)(e). 2 From Chapter 247-272A WAC: "Hydraulic Loading Rate"means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day(gal/sq.ft.Iday]_ Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Chris Felt, Page ZL of// Soil Lod 3 0—4 brown silt loam 5 0.4 4—24 clay loam, mottles, roots 6 0.2 24—50 brown silt loam, fine roots 5 0.4 50—60 fine sandy ashy clay, mottles 7 not suitable anticipated water table at 50" observed water table at 59" Soil Log 4 0—9 brown medium sandy silt loam 5 0.4 9— 19+ tan clay loam, roots to 17", mottles 6 0.2 anticipated water table at 17" observed water table at 19" iR��! sr • "�yy..„F OL!SPICNER r ��m, ■DE57GNEilt EXPIRES o9-79-/F Version Date: October 7, 2019 Previous Version Date: February 20, 2019 P130302 P73Q302 P131821 P131820 P130304 P31678 P58421 P131798 •'••�••" P131813 '°. P131798 P131817 ^f P31669 P13 7801 P131709 P13t819 /7 P31fi80 P31669 P131801 P/31674 P131675 �.? P131338 P131800 P131818 P131818 ( P107754 P7373g6 ,.. P133130 P731888 3?731874 L��:] i�� P131391 P137390 P131676.P131876P37585;'" .� P580.26 P131391 P137888 .. i[� P131393. �P131810 P731881;Pi3]877 p3758fi �53 P131393 P13S392,,;:,c" p731809 P131069 • P131877. P131393 P137808 p137886 P131867 P731878. P31586.:..F3.1... P113445 P56425 F128Q1 P131804 P131878 ;.r P31583:.'.,• P31682 P128091 P131g� P131612 P131885 P731879 P31583 .:._1 P128121 11 P1282_9 P131802 Ft 1603 P131814 P131815 r. gg P131879 .P133660 �. P728Q93 P131402 P131802 P1806 P131616 P131884 P133662 P728697 P13560& P130999P730999 p P737880,. 1••P133690 P133661 •P58435 `� A7#128 P131402 P731807 p130616 P131684, P133889 P133661 .P133863 f i P128094 P131401 131882 �P128fi95 P126096 Pf3Q603 P73700U P131=: P131881'.,P733889 P133659 P133663 p 730604 P130604. P730616 P131i01 P131882- P133664 •P133664 • P128099 P128093:••" P130814 P133689 •P.133660 P55440 P137394 P131394 p130612 P130614 '131001 P7 ::0 P31664 P131395 P128099 P 2871 -•31002::•-•P56 2 133987 P13368T P105956 ''qq P128115 P130605 P1 6�5 P133685 PI31395 P731400 P72817fiPP12881d14 P13F160'•�'6 4 670 P1 P1�3681 P733688 p133666 • • A131398 P131399 P128114 P930607 P5 P1336 7 P133665 p133666 P58445 P131397 P131398 P731399.p128713 P128101 P1308081'P 1574 367 33092 PS33667 P733667 P128117 P128S03 P7287p267 Mop P1222 P722 `}. rr,f P131398 P128�7gTq9�0 2,p4 ,733876 P1336 L83 P13368A. P133868 _�- P128S08 28111•p-•}'128116P128720`;R°'' `-P122994 5 P133683 P733668 P120130 P133689 1.14000 P128118 .t'P82608 P315 - P122995 PS33, P133669 , .P130610P130610: P128104 p82609 P733674. P133671 P328708 P92608 P56577 P12 e95 P6657 33672 P130615 P128105 P82807 P122996 13367•7 33873'133671'P133870 P131007 P128106 P128705 282811 P56577 P122297 P122995 P8259- '1 o P130675 P128107 P1 P82595 �P82594 P131422 P130608 P62612 P82610 P62S07 P122997 P8 E >: • P108226 P131421 P7s108a P730609 P82673 A82612 P82605 P82�6 P82601 P82698 P82>r9f.�.,P825 94 P82553 a P731420 P137005PS31004 P82514 P826S3 P82605 P5135T9 P82601 p �82589 P82593 z , P82607 P82598 P82599 P82.592 e. i n K� n P1314 0 P131006'p82615 P82514 .P82802 73146G P82604 P82597 P1314 5P131401 P82616 .-1082627 -P82603 P82589 082591 P131406 26 P52876 P82826 pS2827 P52603 P62651 012588 P108225 • P82617 P82625 P105818 P82850 :P82588 P731406 P82628 P82650 P82662 P52617 P82628 P82625 P7081 TO P82618 P82623 P82629 P105818.P82648 P82849 P82587 P82686 P32372 P82618 P82623 P82629 P62847 P82845. P105260 P82619 PB2622 P82624 • P62644 P82647 P108171 P705260 P82619 P62631 P82830 f?826d4P87733 P82585 V P82643 P81732 •1 P82621 P82622 P82631P82643 P8258d P82620 P82832 P82641 P81 T37 •P81734 P108572 P105261 P82621 P52633 P82640 P82642 P81727 P81730 P82583 P31684 �" P8S726 P81726 P81735 P82583 P82634 P82640 P31660. December 18,2017 1"=300' 1-1 Liatig 0 165 330 600 Ft Tax Parcel Humbets .• 'Building Only Accounts w Structures I I f 7 1 7 7 7 f CA •• 0 0.06 0-1 0.2 km Dirt Recounts Tax Pameio Trails '1 hataAewraey YW,xdng✓+II Gte eav was veeeee[rem avalaep p,byc rearea ant Senor C{Vxen Amounts n County9ounda --- Rivers and Streams coning ten.Map features here Cann allured m Wimp a hast4il "' ry rarely IOW mutmspemWuo�ndwweetsl h OM etwmea vMementiwev alrert sce' Ma9il0 Home Onty Accounts Sections - 20 fool contours Ise as metals SOU feet CcMM0M20% Version Date: October 7, 2019 Previous Version Date: February 20, 2019 aFrke-/s- . .57"-dAZ"' // NU LLUAL 1 / `` r N'SE5 a� 0• a ° s Mr4s's4•w \ 20 c. t c_L 47.72' \ iLoOS _` ..- PPR� ' 21 \ `�f' ,- F' /, V Ma.29' P56562 _ .' ....„ , . , - , . ,1 7.7 TOTAL HOUSE 1 ' P56563 , AND GARAGE ! — —\\\ , LflT1 e2957 SF\, 10,900 SF N F 20 .�1ss &Rsns' 446 Op��. P3168I 1 20A .. ,5C'5b4 ;'� ` a PRELIMINARY-PLAT v. FENCROACHMENT ? '' o OF 48 NORTH p 0 ENc2� t 1 7• . 19 I L. .�i° 1 ... ROS 200807220033 J )0005 s e 1 \\ LOT 2 i7 - ._ , _ z ASP O��o� ',1'�24,834 SF ,,Po5p5900 `$ It g . ]8 PARCELS 1 P122993 - . 1,r sawn �AND t �� \ sa SFHRE MNMNEWAY AHQ L ,�\ . unurr EASEMENT L S 70'26'59'V 1�k•`� `L%�'.y� '. �� 17.74' $1 �9, m F40,64' r 1O / CFs _ ,, r'' ..�. 3 — + SLR 7 Ip 0:. L o A w )_ ..„�� ,000a6c 05 A 4 -� 17 I -- *' x `••'Mr■ N . ff A.. P ' w z ,` , • SPICHER 1 q I r y:x • .DESIGNER ■e I 14� 'rlRIII I lig I AI LWrLtIL\ I 1 el�?. g J -1/16TH CORNER! EXPIRES 69.29-/ `_ 9-OU 17. P56573 --s 0'4654•v ' L s�50 0§ GRAPHIC SCALE p� 5 �v��nr a 30 0 30 60 20 S , _ f 1 ( EN FEET ) PLAT OF CLEARIIIGE DIV II E inch - 60 ft. ' - AF #8204220013 1 Ni 5,P 70644r42 clf. "/ HERRIGSTAD ENGINEERING & SURVEYING Proposed access & Utilities 4320 RUSTLE LAKE EOM �F-7 /WP to Felt Property P56573 ANACQRTES, WA 98221 299-8804 9/ ai7 e-. • October 5, 2016 - Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ,ter, X;- 07 Soil Map—Skagit County Area,Washington 4319 Oakes Ave. Map Unit Legend Map Unit Symbol Map Unit Name Acres in A01 Percent of A0I 25 Calla gravelly fine sandy loam, 0.4 12.3% 0 to 8 percent slopes 30 Clallam gravelly loam,8 to 15 2.8 87.7% percent slopes Totals for Area of Interest 3.2 100.0% ► 1 w 'ai „' SPICHER ,,.s . DESIGNER �� IL% M% ILVILIMMIL IL EXPIRES 09-29-/g USDA Natural Resources Web Sait Survey 12/18f2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Skagit County Area, Washington 25—Catla gravelly fine sandy loam, 0 to S percent slopes • :1 Map Unit Setting �:, ff • National map unit symbol: 2hv6 r •o,w 1� y 1. • Elevation: 50 to 500 feet c _T •,' ' r • Mean annual precipitation: 21 inches jL•e" lk • Mean annual air temperature: 48 degrees F 7 tav smote' +� • Frost-free period: 170 to 200 days 47. ' •°ENE • Farmland classification: Prime farmland if drained DOFM O9-29-/S Map Unit Composition • Catla and similar soils: 95 percent • Minor components: 5 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Catla Setting • Landform: Flillslopes • Parent material: Glacial drift Typical profile • Hi - 0 to 6 inches: gravelly fine sandy loam • H2 - 6 to 11 inches: gravelly fine sandy loam • H3 - 11 to 17 inches: very gravelly loam • H2 - 17 to 60 inches: gravelly fine sandy loam Properties and qualities • Slope: 0 to 8 percent • Depth to restrictive feature: 10 to 20 inches to densic material • Natural drainage class: Moderately well drained ■ Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low (0.00 to 0.06 in/hr) ■ Depth to water table: About 6 to 18 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Very low (about 1.4 inches) Interpretive groups Version Date: October 7, 2019 Previous Version Date: February 20, 2019 C�erS � 0'' 4.4—/7 • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 6w • Hydrologic Soil Group: D • Other vegetative classification: Wet Soils (GOO2XN1O2WA) • Hydric soil rating: No Minor Components Coveland • Percent of map unit: 5 percent • Landform: Depressions • Other vegetative classification: Wet Soils (GOO2XNI02WA) • Hydric soil rating: Yes +�� A:0 ar of T yy� . 14, jef • tt , .t'SPICHER , ❑DESIGNER 'AM 141M.ILILWOLa 4 EXPIRES 0949-/13 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 T�i9rva'/4 Skagit County Area, Washington 30—Clallam gravelly loam, 8 to 15 percent slopes •• ' Map Unit Setting : `cr �,■ r�n Or w ! • National mapunites symbol: 2hvd 4.% ` !. y r . ice .- �! • Elevation: 30 to 500 feet �.��! • Mean annual precipitation: 23 inches - ,OESIGH f • Mean annual air temperature: 48 degrees F 4hnimmuawmmiwwf�, • Frost-free period: 160 to 200 days DEMO 09-29-Fi3 • Farmland classification: Farmland of statewide importance Map Unit Composition • Clal/am and similar soils: 90 percent • Minor components: 10 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Clallam Setting • Landform: Hillslopes • Parent material: Glacial drift Typical profile • Hi - ❑ to 11 inches: gravelly ashy loam • H2 - 11 to 27 inches: very gravelly loam • H2 -27 to 60 inches: very gravelly sandy loam Properties and qualities • Slope: 8 to 15 percent • Depth to restrictive feature: More than 80 inches; 20 to 40 inches to densic material • Natural drainage class: Moderately well drained • Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low (0.00 to 0.06 in/hr) • Depth to water table: About 18 to 36 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Very low (about 2.6 inches) Interpretive groups • Land capability classification (irrigated): 4e Version Date: October 7, 2019 Previous Version Date: February 20, 2019 C. ,�r5EsEoG If • Land capability classification (nonirrigated): 4s • Hydrologic Soil Group: C • Other vegetative classification, Limited Depth Soils (G002XN30ZWA) • Hydric soil rating: No Minor Components Bow • Percent of map unit: 5 percent • Landform: Terraces • Other vegetative classification: Seasonally Wet Soils (G002XN202WA) • Hydric soil rating: Yes Copeland • Percent of map unit: 5 percent • Landform: Depressions • Other vegetative classification: Wet Soils (G002XN102WA) • Hydric soil rating: Yes o(w SPICHER DESIGNER EXPIRES 09-29-fg3 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. DIFFERED SUBMITTAL TO END OF PROJECT Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number on additional pages. _ Site Address/Lot No.:_5304 Sterling Drive /Lot#55 Skyline No.3. Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED(Check off required items that are attached to this plan) Site Plan showing,to scale: Areas of undisturbed native vegetation(no amendment required) 1 L _New planting beds and turf areas(amendment required) Type of soil improvement proposed for each area Soil test results(required if proposing custom amendment rates) Product test results for proposed amendments AREA# (should match Area#on Site Plan) PLANTING TYPE Turf _Undisturbed native vegetation Planting Beds _Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION _inches(depth)of scarification needed to achieve finished total 12"loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3.1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import =cu.yards per 1,000 sq. ft. _Amend with compost X ,000s sq.ft. in this area _Stockpile and amend =cubic yards of amendment —*—*—*—*—* QUANTITY: CU.YDS. ( cu.yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil&compost lift X 3_1 Amend =cu.yards/1,000 sq.ft. Stockpile and amend X ,000s sq.ft. in this area ( cu.yds. stockpiled) =cubic yards of amendment ——*—* —+ QUANTITY: CU.YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) =cubic yards of mulch ——————* QUANTITY: CU.YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product#1: ❑Quantity: cu.yds. ❑ Test Results: % organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#2: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#3: ❑Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See attached. All projects within the City of Anacortes are required to complete that document under Appendix 4. Western Washington Phase II Stormwater Permit i. APPENDIX 7 - Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. ii. STEP 1 — Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near-shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. iii. STEP 2 — Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. August 1, 2013, Modified January 16, 2015 Appendix 7- Determining Sediment Damage Potential Page 1 of 3 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature vi. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. vii. STEP 3 — Construction Site Sediment Transport Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low 100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Construction Site Sediment Transport Potential Worksheet A. Existing slope of site (average, weighted by aerial extent): Points 2% or less .. 0 >2-5% 5 >5-10% 15 >10-15% 30 >15% 50 B. Site Area to be cleared and/or graded: <5,000 sq. ft 0 5,000 sq. ft. — 1 acre 30 >1 acres 50 C. Quantity of cut and/or fill on site: <500 cubic yards 0 500 — 5,000 cubic yards 5 >5,000 — 10,000 cubic yards 10 >10,000 — 20,000 cubic yards 25 >20,000 cubic yards 40 D. Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologic soil group A 0 Hydrologic soil group B 10 Hydrologic soil group C 20 Hydrologic soil group D 40 E. Erosion Potential of predominant soils (Unified Classification System): GW, GP, SW, SP soils 0 Dual classifications (GW-GM, GP-GM, GW-GC, GP-GC, SW-SM, SW-SC, SP-SM, SP-SC) 10 GM, GC, SM, SC soils 20 ML, CL, MH, CH soils 40 F. Surface or Groundwater entering site identified and intercepted1: Yes 0 No 25 G. Depth of cut or height of fill >10 feet: Yes 25 No 0 H. Clearing and grading will occur in the wet season (October 1 — May 1): Yes 50 No 0 TOTAL POINTS 125 1 If no surface or groundwater enters site, give 0 points. APPENDIX 5— Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) APPENDIX 6 — Documented Site Photos (Show all directions of the site, including frontage) (Insert Photo Here) Location: 4401 Oakes Avenue Description of the photo: Lot 2, Looking West Photo taken by: Dale Herrigstad, 12-16-2019 .Yt- r - • 4 Lot 1, Looking Southeast. R-, , 1/4 MN t411111 4 I Lookin• up center of existin. concrete drive to center of lots. 44,411104,"lik4.- • ■ - • Top of concrete drive looking north to Oakes Avenue at bottom of concrete drive. 11. - APPENDIX 7 — Drainage BMP Facility Maintenance Covenant Note: To be recorded prior to: 1) Temporary Certificate of Occupancy; 2) Final Certificate of Occupancy, and or; 3) Final Acceptance of the project. This is Covenant is required for any Permanent Stormwater Facility constructed on a project site. The applicant should work with the the City of Anacortes Engineering Department on formalizing the document for recording. No Maintenance Covenant needed for perforated stub outs. F E L T L I I 1 1 I 71 ./ LAT _,, 5c) � � �p°2�' 0 N 2°57'00" E E 1 /4 � ': ECTIIN 22 , T �� 5 / / W® M® °� 118.29' 9 AT, 9 I -,, Z o up_ P56562 0 4317 OAKES AVECID '/ 0�0 7o V o LOT 1 0 0 i \�� %Py / \ -`�- J co N 201702090059ct I tl S� -3 C 0 FENCE X X X 0 \\�� PNP %,, ��\ j / GAS 23,00' \�P�E (\���� O-\ O � * 3 � / POWERROUND UGP LINE TABLE 2�' PsSPNOccP\'P \' 503�0 SOW SS \ SEVER ss BEARING DISTANCE P�� \��N� - P\� 2�� 87, 2 Q STORM SD 1 S 19°33'00" E 10.06' �pS� °�,��� ` ,. c9 1 OA PF \ 133680 SEWER �� n 44 \G y WATER W SS 113 r_ O OQ� / l�� P MAIN ^CC\�/ IN. rr'\.V 1 � � . N� - �/ cA(�S - Catch Basin 0 \v P�� P \�\ �a IX t�� w G'' I F • / y �V Sanitary Sewer Clean Out ° ?� -\\\— G� cO'S' .. �\ I Sanitary Sewer Man Hole%\ "� i \ Fire Hydrant f� �� p' Qo \ -'-' c .��� i Water Gate Valve D4 �SM� 9p l �, / 0 -\-'' �� V \ 21 \ Water Meter ® or i5 -c� C Q' W\ � 1 E / \ N iZ ' � � ' S- SET3ACK -• P -j 15°3 � \ M 2 ,� �'l,•o �� \ ��, $ / • F_ ( 9-1\ °°,1/ N 2°57'00" E o, / I LOT 1 I ' rL0 D��j Q\�S �0 18.29' 1 z I � w z0 <,� �j c)1 v, ,�� \ / 5' VIII.---\ o� 4319 Oakes I 3 44 o `��' � 3 `�' 0\,6,3\ \ SET3AC'K \ 13,923 SF E �J� / SS i P C. � ce P5656z • \ \ o �\ In '''.1 � c� vi t�, / �� coN O\NN o cam\ \ \ , \ �\ gl Id pZ / \S� SN o 0 4317 BAKES AVE \ \ I d- �` �� N�\ ( g°° �\ LOT 1 \ D 13 3 6 7 8 �, LOT 2 �\ o � '' \ OR \ \ o N iv) 44 `�P7 � \ \ SNP0�0 EX\S�' BLA AF# EX. FIRE s 401 Oake• Vii) / „ �� \ w� „ Ss o \ (Al d `� \ 0910 SF \ . F 6 201702090059 HYDRANT \ / c'1'• \ \ \ S ' SO �� o 0 N,fl\ \ 40' SOW \ / \ 6 , o \P..-11# \ \ \ ` / J S\OES \ 23,00 \I � ' \ ` \<_S \ � �- - IMPERVIOUS AREAS o \� � M PN° \ \ \ ` OP F- E \ SA \N - \� -\\3 i ' I �\ ,51 �, > I PROPOSED PAVED ROAD AREA = 3,050 SF �� R� S� \ S� \ AV 2 HOME SITES COMBINED 6,260 SF EACH E `� '''' I FND CONCRETE \1\- ? FENCE \ \ 43,0 9.,15 19 I TOTAL IMPERVIOUS = 9,310 SF G� \ MON IN CASE \ \ ENCROACHMENT \ �E�NP� SF-- P �98 �, o P133677 I 2\ o00 '\- 1, 1 \ \ \ \\ \'\, \S ' s ' sHP ASS�' 16� 1 R T 026 5`� c�\ , P°° // , ad a d .,L.ECI o - L - _ 1 BOTH HOUSES WILL s �, 1 \ \ P� o \ \-� \ No REgPg569 o��w� ii.-( / � � , �, �� = 801705080088 �' HAVE FIRE SPA NKLE�S SET3AC <S (Sc EASEV E \TS (777 o 0, 11 �' - I 0 I \ \3 00 9 0 i LOT \\t1 _, 1 \ 3 r T • 4319 Oa is I N� Z � � „G491 Ivi \ 590 S ` ; v ROOF I u) o�z ,4 co co O c aII i /\, D \,-c ji i\ 2 \\ \ \- , \\ .04 \:::::::: : : •00-10\ , '''sco � /\ '�3 \ 2 \ 0�,00 �� \\ ,\‘ .: ,.... ...A.. 410 SF I I _ c���` i TAFF\ 0 P LOT 2 , �y \ \ \ P 0�� , ,`./PROPOSED 18 ' '\ \ �P 1g0 401 Oake l v . )/ / z • ,P 5\ /. HOUSE '\ O5 \ \ a•\ .f EAGLE VIEW CT.(PR ..)\ S\�0 r 0 PROPOSED 0,910 SF , 1... \ //� 133676 ���� \ \ PF \ HOUSE \\'' \ \ �j `� EXIST. ��° — .� i © <\�j ` EXISTING WATER G�� 4 • _ , \ �6 \ \ \ 122 - / WATER METERS FOR �� ,...„,_ 17 1 t\ \-- \ \ � ,j// ` Xr1ST. SERVICE 4401 AND 4319 \ ��o����` ` ��P� .';�°`�•\ EX ST. ` QQ ��GRASS LINES OAKES AVENUE G�z o� , oP �i ,�FND CONC \ \ I �R �� �,` /� / �, o — — iI� I - o4-9- , '�i \ \\ �.i i . ° GON IN CA ' \- `� . \ �. \ \ if•,► Sf�RMEPI�\� s0 9e°P@ ' 1JI / -. , - \ \ 2 pp W \ia PRIVATE 20' SHARED ACCESS & . P \ \ \ \ \P1 � % ,26'S`� UTILITY ESMT AF 201702240096 w °��� \ \ \ \ \ -EXISTING \ \ S 70°26'S9" W S �° �c�°°�� \ FIRE HYDRANT 1 / Ct \ \ -5 1774' \/ ICI � ' \ HIDBEY CT, __\ \ / 1 \ -________--- \ J i ��p� cr / 1 . CO a \ \ \ EgFRC6g \ 3 ilkP�°Q1 \ tp- \jS \ \ I \ \ I GC� S# 417 1 Q A \ \ \ ?bb \ \c \ , "' IP X V . • " \ \ \ OVT\\- 0 \ i it „1 4) 17 i V / \ 2 ? C `(\, j P 7 \ . ** # S Applicant Owner (2)9 (3\?) 1 1336 5 � ' \ v' �A CND /► \� Chls Felt \ \ I P13367 \- �- � \ \r-3 \ \'�, �I '� � 16839 Kamb Road Mount Vernon, WA 98273 \ -'0 \ �5 \ 9 1/16TH CORNER ® a \�-C- ' \ \ \ Z�j o \ \ , 360-661 -4176 \ '\� \ \ P12 \ _ �O \ ' FND REBAR NO C) \ y \ \ �` \ CAP 0.50 EAST \ \ \ �� \ Un 1. ` 1 \c° \ \ \ \ / \ ; OF LINE _ �� / / \ \ l� \ \ \ I 7___ , Engineer & Surveyor \ \ \ I Dale Herrigstad PE, PLS \ 4320 Whistle Lake Road \ \ \ \ S 0°46'S4" W \ \ \ 20,04' \ \ \ \/ICI \ TY PLA\ 360c 299 80498221 R2 ZONING (RESIDE\TIAL LOW DE\STY) GRAPHIC SCALE SHEET NO. , TOTAL NET AREA = 24,833 SF (0.57 ACRES) 30 0 15 30 60 120 ; ,������I������������HE�� HER/ i Parcel P133694 Legal DescriptionF wAsRjc�� of WASti�G�� TOTAL GROSS AREA I \CLUDING 1 /2 OF ADJACENT ROW � � �� =R ti�� � 7' �P ~� �' d q Z REV.. - ( IN FEET ) Lot 2 of Felt Oakes Avenue Boundar Line Adjustment, as shown on the Record of Surve recorded on '' 26 189 SF (0. 60 ACRES) 1 inch = 30 ft. y y • �� 1 =� C February 9, 2017, under Auditor's File No. 201702090059, being a portion of Lot 7, Block 1906 and Lots 5 °14 F �'4'�STERF- ''� y \ *, 27807 JOB NO: 2017-132 VAXI V U vl DENSITY (4 DU/AC �E) MAXIMUM IMPERVIOUS SURFACE AREA through 10, inclusive, Block 1907, "BARING ADDITION TO ANACORTES, WASH," as per the plat, recorded in ^ SS/ANAL LAN�SJ� �FSs�c STE�NG���`� DATE: Feb. 2020 Volume 2 of Plats, page 20, records of Skagit County, Washington. ONAL SCALE: Noted 4 X 0. 60 = 2.4 UNITS Based on Storm Water Report """"""".....,.... p 2 UNITS PROPOSED Total new impervious area allowed 9,310 square feet Situate in the City of Anacortes, County of Skagit, State of Washington. 2-1-2020 2-1 -2020 DRAWN: D. HERRIGSTADCHECK: D. HERRIGSTAD v \ IVUV LOT SIZE 7,500 SF February 1 , 2020 SHEET 1 of W E NO CD F\ �o ) It ) *0 0 ,--, L _ EROSION CONTROL NOTES / — —\ A. A CERTIFIED ER❑SI❑N AND SEDIMENTATI❑N CONTROL SUPERVIS❑R (ESC) IS REQUIRED. V `4 , THE ESC SUPERVIS❑R MUST HAVE ATTENDED A CERTIFIED ER❑SI❑N AND SEDIMENTATI❑N / FENCE X x x CONTROL CALSS WITHIN 3—YEARS FROM TODAY'S DATE. MUST PR❑VIDE CERTIFICATI❑N / �06 GAS G CARD. p I\\\0 UNDERGROUND 00, UGP �� POWER B. THE CERTIFIED ER❑SI❑N AND SEDIMENTATI❑N CONTROL SUPERVIS❑R WILL OVERSEE AND SANITARY BE RESP❑NSIBLE FOR ALL ER❑SI❑N CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY -6;\4 10�5' p / 3 3 6 / 9 SEWER ss— AND MAINTAINED TO ENSURE PROPER FUNCTI❑NING, WRITTEN RECORDS SHALL BE KEPT STORM SD OF WEEKLY REVIEWS AND AFTER EVERY SIGNIFICANT STORM EVENT OF THE ESC FACILITIES G9 20 STORM DRAIN CATCH SEWER DURING THE WET SEASON (OCTOBER 1 TO APRIL 30), MONTHLY REVIEWS DURING THE ,--) BASIN INLET PROTECTION WATER w DRY SEASON (MAY 1 TO SEPTEMBER 30). WRITTEN RECORDS SHALL BE TURNED INT❑ THE O / MAIN PROJECT MANAGER OR INSPECT❑R ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED SS WSDOT STND PLAN Sanitary Sewer Clean Out o PROJECT MEETINGS. °� W Ge \SC' '''' S� - - i 140.20 00 \ \ Sanitary Sewer Man Hole C. ER❑SI❑N CONTROL MEASURES SHALL BE IN PLACE PER THE APPROVED SET OF PLANS A-' O O Fire Hydrant f� �, '--a � t7 Water Gate Valve M PRI❑R TO ANY C❑NSTRUCTI❑N START. G� \ / Water Meter ® w0A3\1 D. THE ER❑SI❑N CONTROL SHALL BE INSPECTED ONCE A DAY AND M❑DIFIED TO MEET THE / SURR❑UNDING C❑NDITI❑NS AS NEEDED. � \ E. PR❑VIDE A SIGN DISPLAYING A 24—HOUR CONTACT NUMBER AND NAME OF THE ESC , W SS ?CD6363 SUPERVIS❑R. THE LETTER SIZE SHALL BE A MINIMUM OF 2—INCH LETTERS. THIS SHALL BE 1� t S� Cn 0 IN PLACE PRI❑R TO C❑NSTRUCTI❑N START. REMEMBER, THE LOOK OF THE SIGN WILL BE A W E� / L-, REFLECTI❑N OF THE CONTRACTORcf) , DEVELOPER AND DEVELOPMENT. = 22 w \ P ' 3 3 6 / 8 F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTI❑N 7— � ; E� / 0 07,3), ALL DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF �� O \ o O ANACORTES PRI❑R TO THE ACCEPTANCE OF THE PROJECT. W CD L) 0 G. STABILIZED C❑NSTRUCTI❑N ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING ��, OF C❑NSTRUCTI❑N AND MAINTAINED DURING THE DURATI❑N OF THE PROJECT. ADDITI❑NALLt / o MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE (4 KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ONTO CITY STREETS. 44 H. ANY S❑ILS EXPOSED THAT WILL NOT BE DISTURBED FOR TWO (2) DAYS DURING THE WET SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH C APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC C❑VERING, ETC.) \ \/ J I. TWO (2) WEEKS PRI❑R TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED \ OP`\ AREAS SHALL BE REVIEWED TO IDENTIFY WITHCH ONES CAN BE SEEDED IN PREPARATI❑N FOR O� THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE (1) WEEK OF THE �\ BEGINNING OF THE WET SEAS❑N, A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER. THE PROJECT o o Imo\ BMP C233 MANAGER CAN REQUIRE ADDITI❑NAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT SILT FENCE '� BMP T5.13: ?C-D63 PROPERTIES OR DRAINAGE FACILITIES. C 107 0 �, POST CONSTRUCTION SOIL \ J. PENALTIES FOR AN ER❑SI❑N CONTROL VI❑LATI❑N ARE SUBJECT TO A $300 TO $1,000 FINE BMP C 105/ / UNDER CHAPTER 17,66 — PENALTIES FOR VI❑LATI❑N (AMC). EACH DAY IS C❑NSIDERED CZ CONSTRUCTION QUALITY AND DEPTH FOR ALL A DIFFERENT 'VIOLATION. C� DISTURBED SOILS ENTRANCE K. REMOVE ALL TEMPORARY EROSION CONTROL MEASURE WHEN THE SITE IS LANDSCAPED ANDCQ d co SOILS ARE STABILIZED. BMP C233 , 150 SF� _\ BMP T5.1OC SILT FENCE ?i,/,14,A,,r/ '� �►�� via/_.1, '\b`3 L. ALL DEWATERING SHALL DISCHARGE INTO A SEDIMANT TRAP OR SEDIMENT POND. Ct PERFORATED STUB �S CK '��/ 3 3 6 / / M• THE CONTRACTOR IS TO PROVIDE TO THE CITY INSPECTOR THEIR SPILL PREVENTION PROGRAM\ ,� "•� ��5�� I , , TO BE INPLACE DURING CONSTRUCTION. OUT CONNECTION 1,-------: / / � '/� --- BMP C240 8 X 8 SEDIMENT \ FOR EACH HOUSE �� ,�, TRAP AS NEEDED AND PLACED X Galt 'C4rOgrarill ON FLAT GROUND. a `t °'/ � rA ROOF / � � 10 SF /� CONNECTI�iN I/ �, g CIS , /� / ' TO STOR' I v '�. co 0 \5� \ jam / / / . ate / ° Qa � SYSTEM I v \ \ � `� E� / / \ 4 a a LOT 1 I BMP C154 CONCRETE 4319 Oakes 0 �\ \ ReOF \ ° `S°C0 I I WASHOUT TUB o \ as d ONNECTION \ • 139 3 SF I PROPOSED TO STORM J� \ a Z SYSTE a PROPOSED HOUSE II \ / I Ic= 0 SLOT 2HOUSE -1—) , 1 �4 BMP C233 4401 Oakes z ,./- /) )/) 8 i ROOF SILT FENCE \ 10,910 SF .\ :' °� , / �/ \ / a 3410 SF� p / 3 % / 6 ,\� ROOF /a ° / ? /\- ZZ993 2590 SF\ \ <0 \ \ \ •< .X / / d /� • \ / / BMP C103 HIGH 1 BMP C123 COVER i y/ ' l VISIBILITY FENCE i // / / STOCK PILES AND \ \o / / / ' STEEP SLOPES 4,,, I �� /_ ____, / I— — 3 4\\-------- / o / / / / /A / • .„_ cL) 0 Q BMP T5.13: �� 1\14 J� / 0 Applicant Owner PP \ '�2 POST-CONSTRUCTION SOIL O'ANSFORMEf Chis Felt \ \ QUALITY AND DEPTH FOR ALL \/ / ` — — — — — — — — — - 16839 Kamb Road -) DISTURBED SOILS / �IVATE 205 SHADED ACCESS I Mount Vernon, WA 98273 _ ® a ' v TLTY ESVT AF 2017022L-009 360-661 -4176 Ct S 70°26 '59' W � on UfD � fl17 7L Engineer & Surveyor ® �Dale Herrigstad PE, PLS Un CO 4320 Whistle Lake Road 7 Anacortes, WA 98221 -\ k- , ', , �, 360-299-8804 GRAPHIC SCALE SHEET NO. 20 0 10 20 1w140 80 P LI: 1, ( IN FEET ) �� 1P /1/ oZ C 2 REV.: — , -1 1 inch = 20 ft. iz- qWJOB N0: 2017-132 kt27807 MAXIMUM I MPERVI0US SURFACE AREA RFCSTEREO DATE: Feb. 2020 S/ONAL LNG\� SCALE: Noted Based on Storm Water Report 2-1 -2020 DRAWN: D. HERRIGSTAD Total new impervious area allowed 9,310 square feet CHECK: D. HERRIGSTAD February 1 , 2020 SHEET 2 OF 2