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Permit File BLD-20019-0458 4220 Osprey Lane
90 4111644 Storm Water Minimum Requirements #1 to #5 ENRING DEPARTMENT �' �j 904GINEE 6`t' Street Anacortes,WA 98221 T /� � www.anacorteswa.gov JUL 1. y 2019 CITY OF ANACORTES Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: Project Address: 4220 Osprey Ln Submittal Date: 61. 19. 19 Parcel Number: P124723 Revision Number: — Permit Number: 3t-D- ZoFt (:)4W6 Acceptance Date (COA): Reviewer: 1.42.4,4� FRONT OF REPORT ���,�a cowk - ; °GA 1c4.. it' S�� Submittal Checklist: o TAB #1 through #5 - Drainage Analysis - Minimum Requirement#1 to#5 p- APPENDIX 1 -Ternagraphtcal Survey Schemmer Consulting Group PLLC gt2d11 c- oiAPPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) Critical Areas Assessment-MTC o- APPENDIX 3 - Model Soil Management Plan for BMP T5.13 Otareatekk , or APPENDIX 4 - Determining Construction Site Sediment Damage Potential (Appendix 7) Cr- APPENDIX 5 - Site Plan with all applicable information (Minimum Size 11x17- 30 scale) o-APPENDIX 6 - Documented Site Photos (North, South, East and West) P1t> , ' ter to the Project Description: (What is it you are looking to do?Provide details regarding, but not limited to, Lot SF, Home SF, New and Replaced Hard Surface) Build a new Single Family Residence on the site. The total site SF is 14,312 SF with the home being 2,708 SF with a 2,606 SF footprint. The total impervous surface on the site is 4,916 SF 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 site slopes to the west at between 22% and 11%. The site has been cleared but several 12" to 18" diameter coniferous trees remain. To the west a 30 foot on site rock cliff bounds the property. The site soils are stabile but overlay massive native bedrock formations and must be protected with properly placed erosion controls so that no sediment will flow from the site. The site, as discussed in the attached geotech report, is not suitable for infiltration of storm water due to the steep slopes on site. An existing storm water collection system consisting of Type I stormwater catch basins and 12" diameter pipe collects stormwater on site and routes it away from the critical area slope to the City of Anacortes Storm Water Collection system located in Anaco Beach Place to the West. Version Date: February 20, 2019 Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces, proposed contours)See Site Plan Appendix 5 Assessors Parcel #: P124723 Codes : 2015 International Residential Code (IRC) International Mechanical Code (I MC) International Fuel Gas Code (IFGC) Uniform Plumbing Code (UPC) International Fire Code (IFC) Washington State Ventilation and Indoor air Quality Code (WSVIAQ) 2015 Washington State Energy Code Construction Type : Type V-A, Rated Building Height : 28'-0" Building Areas : House Main Floor- 2166 Sq.Ft. House Basement Floor- 1354 Sq.Ft. Deck Area - 277 Sq.Ft Driveway - 953 Sq.Ft. Exterior Conc. Areas- 311 Sq.Ft. Total Impervious Area - 4,519 Sq.Ft. Total Lot Size - 14,312 Sq.Ft. Totallmpervious % 31 % Provide the Infiltration Rates found during the rainy season: NA Inch\Per Hour g What was the depth of the ground water table? NA Feet and Inches below existing grade (See completed Soils Analysis (Volume 1, Chapter 3.1.1) 110 VF c tw P--.0.0-4( Ga.... - "2. -CLA4(t=tuMlLi✓. Site Sediment Transport Score: 60 Total Points (High \ Low) (See Determining Construction Site f��1xp,, Sediment Damage Potential (Appendix 7) `' Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? B13 Identify any downstream drainage issues (Storm Comp Plan: If so, describe: : '' t \ `� I ;;- BashiBl3 —ThisUasiu '-', :''''' -V .� i F extends south of the Port of Y 1-i •,_, 1 ,a Anacortes Air ort to the C'it, (. ) ,kfr,,;f: . 6 it Q /9 O Limits. The entire basin is ' '\` J, -'� '�,1)0 ;,.h+' zoned as Low Density „ f �` �� ' ' c {. ,, t) Residential. Four detention '; \ 1%' !! O facilities are located within „ �j -, 5� this basin. This basin k 11")F :;:tt J Id discharges to Outfall No. 1. Version Date: February 20, 2019 Identified Capital improvement projects and problem areas: CIP P, Yorkshire Drive, CIP S Cedar Glen Way, Problem area Vendetti Outfall. Typical problems found in this basin arise from high sediment loading. This project will implement temporay and permanent stormwater BMPs to prevent discharge of sediment into the existing conveyance system. Complete the Applicability Requirements — Flow Charts (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) - Highlight the path and attach DOE Stormwater Management Manual Minimum Requirements: (MR#1 to MR#9 only). Refer to the 2012 Department of Ecology Manual, as amended in 2014 for further required information. Version Date: February 20, 2019 _ __ ! ., -. • - - - - - ' ------r- 1 - - -- - ' ----- •- - - H. - -. ---'-`, .! - --- - : ;-- __ Start Here 'F °Nei the site hait•i: 35% Yes See IRsidieviellopment Minimum ,Mr more of existing . Requirements and Flow Chart imperrvious coverage (Figure 11-2 Al,2) 1 IOU Do- s the project cytirvert a acres or more of vegetation to Does the i.. :Jed, result in, lawn 'Or laridscaped areas, 0T 5,..CXXI siL are it, or No convert 2.6 acres or more of grealehr, of new plusp ---- - y: 'lal. , 4., idegokAation 'to pastuoe? 0 • repla:Jed hard surface Iles vies , Doir-_.'s the project tresi.ill in '7 floc) .. squ-a-e fee.7., or greater, of rie blig .p.., i ireplaoed hard surface area? Ali Minimum IRequirernents , ' apply to the new and replaced 1 , hard suriao-es and convened i il 1'Yes ! No vegetation areas.. . '' Mininluni Requirements 4i 1 through *5 apply to the new 1 and mpg:aced hard !surfaces 1 C and the land disturbed.. -- .... 0•P'-'-- - I iYes disturbing activities of 7,000 square feet or greater? --- - -- No , I 1 minimum Requirement 4•2 44c-e-sig•-VMO 0,9 • ‘co-tq ap,p I i p E 0 Figure 1-2.4_ 1 Flow Chart for Determining Requirements for .............___ ......-- New Development DEPARTMENT Of Revised June Z: 1E. ECOLOGY Nem see hr;f2Niwiii-licrim a.r,iowitopyrtirt rr c:-,:lirigoll notice oncikting per-tAlicris, stai,E. 0- wasithingtori imitator VT liaottlty., arid disciatner. - -- . Velsiori uaie: 1- riruary zu, zu--1 , --- _ . . :4 4,,.• • - ._. t't,', ,J • - .• _ - ...---,-- a ! I , ,..; .,, -----41-1--- gli :;1:tjli 4.... _ . .i. ,,, _ ___ .111...-- ,0- I LL, ei !a-,0 11111 1 V tLi k.,_ IV-1 ell sr!. a ......i. j L .1---'' as-. • a . ' .77. 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Lgi! r"ii 1111' 7 Ill' ,. _. 1...74 ''' 11 I '2 !mai .s,,,_'-'10 a) 0..ku lir . iiim ,,-- "n" 1 ' , •a4 1,11:1 in E cr.0 1..:4 lit cli 1 km.1 .L_ ..•14 , Iiiirj:4 53... 6 • -4 : gc: 7d-o* ,:. qiii. m t- • CL ID bial,t1 1 i m :L z._.-_,.: ..:- , ...... — "b- , - : •1[7:4 :1-- II-i - 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. Site topography and critical area reports have been done. See appropriate appendices. 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. See SWPPP and site plan. 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 % 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. Project involves less than 5000 SF added new hard surfaces. 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. Done 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) Done Version Date: February 20, 2019 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 `1., 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: • 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 Done 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. Version Date: February 20, 2019 TAB 2 (MINIMUM REQUIREMENT#2) • 1-2.5.2 Minimum Requirement#2—Construction Stormwater Pollution Prevention Plan (SWPPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPPP (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. Version Date: February 20, 2019 Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element 'I Bettiii tie Ek-friant#13 Element ia -Alm:"alkir4 Elee*rtt AZ Eletmil Ar7 . E*trittit Etil Ekvinimi-4111 !nista' Stibrei ntru PrnWr4 Low 3MP or flonanni Wait* C ofOol Pipinri Ptoluct Cati C oribni Illitu. _ , esdkftint_ - Chwrnanb 1 Wiwi I Plot)Moo Moot iliatti MN PAillutirilt Vikktirim 1 all:F1 G21X1; ViettepLOr Da&OPII&kWh amp C2.014 Ofna,LhicAtiCkiimili I 5,1412 CW2;Eftwtel Littim _ ye III 16447 C20-3; VtIbue Inaltt 4, vir I 91012 C2041: PIN Slope DeTrz 411161° • — 1 7ii06; litalt4kgraat, pu.:nd . 1 , II E.WP C.,2116; bilopi el Elpicrectti IIIllIlli o-nif2 r12111: ,tuck t _arns III 150 i i am P Opt Trlangdirir Wit gag 104;ottarik2 1 li.w t Eo*ificel Cheek Dam) PAP,020P.t: Dude Protection 1 ye 1 FIWIP C220: Storm Drpin 'not ProliAcirpn 410 WV c*ai.-. niudi Barger I iser ---- . 1311 'C.232.: ittrwini rilior Nilril BAP 42324 Sit Fencc 1 MAP C.23C Votonimi1141 fifto te I MP C23R Watitkit ISO _ i . P C2Ik VegitatIve'Filtrain Q`4. , t; P 6.2.41k Snail:mid TrAir ' ' 45 1110 , L .P C-211: Temporal Sedrartigit Pm-id i / vie 1 L -P C2BD etnilifitelloo Sita , tateler ', ., I_ _ cid Tritrtmont , LIMP'emit efilikill MICA filtailftliiiii -- ----I — - 1iI Alm • P C25Z-Mgt ptiNetiftwastian LIN, . - -_------ -- _ _ -— - - __ _ _ BIAP C253:p14 Crilntrol for Millh pH Wow. 11.11.1111 Ae 1 , _ . Version Date: February 20, 2019 Table 4.1.1 Source Control BMP's by SWPPP Element Element#( Element#2 Element#13 Element#5 Element#6 Element#9 Element#11 Element#12 BMP or Element Name Preserve Establish Protect Low Stabilize Protect Control Maintain Manage the VegetationiPVlark Construction Soils Slopes Pollutants BMPs Project Impact ClearingLimits Access Development BMP C101: Preserving Natural Vegetation BMP C102: Buffer Zones V BIu1P C103:High Visibility Plastic or Metal Fence BMP C105: Stabilized Construction Entrance!Exit • BMP C106: Wheel Wash ✓ BMP C107: Construction Road/Parking Area Stabilization BMP C120: I emporary and Permanent J v Seeding BMP C121: Mulching V 'f BMP C122: Nets and Blankets yr V BMP C123: Plastic Covering V Btu1P C124: Sodding BMP C125: Topsoiling /Composting V BMP CI26: Polyacrylanide for Soil Erosion V Protection BMP C130: Surface Roughening ✓ V BAP C131: Gradient Terraces V V BAP C140: Dust Control BIu1P C150: Materials On Hand ✓ I I BMP C151: Concrete Handling BIu1P C152: Sawcutting and Surfacing Pollution Prevention BMP C153: Material Delivery, Storage and Q Containment BMP C154: Concrete Washout Area BMP C160: Certified Erosion and (i-57) (1 Sediment Control Lead ✓ BMP C162: Scheduling 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: Richard Johnson Site Address: 4220 Osprey Lane Prepared By: Schemmer Consulting Group PLLC 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, explain the best management practices (BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. 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. 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. II 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. Version Date: February 20, 2019 ELEMENT 3: Control Flow Rates I 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. Given the critical area on site, infiltration is not feasible 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. I 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. Version Date: February 20, 2019 ELEMENT 5: Stabilize Soils I 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. I 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 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. ELEMENT 6: Protect Slopes 0 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). Version Date: February 20, 2019 II 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. II Place excavated material on the uphill side of trenches, consistent with safety and space considerations. IP Place check dams at regular intervals within constructed channels that are cut down a slope. I 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. 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. • 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. Version Date: February 20, 2019 ELEMENT 8: Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: • *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. ELEMENT 9: Control Pollutants ■ Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. IN 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. IN 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 Version Date: February 20, 2019 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. ■ 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. II 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. II 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. II 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. II 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. 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. Version Date: February 20, 2019 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. NA ELEMENT 11: Maintain BMPs ■ 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. I 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 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. Version Date: February 20, 2019 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. I Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. PI Maintain, update, and implement the SWPPP. I 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. 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. NA Applicant Signature Date Version Date: February 20, 2019 NOT TO SCALE 0 120 // 0 Ow 4����P•�•ZO�•4. 100'min. 4. \Tfea*id tie dPij it" Install driveway AlidtgAMUCIA;\ culvert if there is a ,..tilP_I-it•1 IRO'_ roadside ditch present •'' •S.r.s• • 4"-8"quarry 's:.....;..•... spells ♦y•s•. •�•s•A. 0 N4-0- =.=.=•40.0. Geotextile v-At1P1.1.11.. • cl�Itit Vile' IP 15'min. Notes: 1 1. Driveway shall meet 12"minimum thickness the requirements of the permitting agency. Provide full width 2. It is recommended that of ingress/egress the entrance be area crowned so that runoff drains off the pad. S- 11 N"' KE" Figure II-4.1 .1 ulia.M11 Stabilized Construction Entrance Revised June 2015 DEPARTMENT OF ECOLOGYPlease see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. View Looking Upstream A 18" I�� f 12" (0.5m) ��\1 \II i (150mm) iil�1��YY 11 i //\ %�;\\` oo t0(5 ,� aO,00 f/� % %/i�/i /��/i�/\/ o °.•- � °00 0,c toc.° o .o r;%\/24"(0.6m) Note: .°`ogeeX% .V, Key stone into channel banks and extend it ,///•//// �� ��j t beyond the abutments a minimum of 18" X/\ \\//, (0.5m)to prevent flow around dam. 'A Section A-A i Flo '•'- �� 24"(0.6m) �o°:�o��° ogA ea),•90 0°0° \/\�j/\\\/,// i/i\%\\%\/ . %oI \/ -� �0°° 8 '\ .\\�\\\\/ 8'(2.4m) Spacing Between Check Dams 'L'=the distance such that points 'A'and'B'are of equal elevation. 'L' — — Point'B' o.�: Point A' 7 r3\ ."1°.°og�e°°OOt NOT TO SCALE Obi ' Figure II-4.2.7 liMil Rock Check Dam Revised July 2015 DEPARTMENT OF ECOLOGYPlease see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. If required, drape filter fabric over brush and secure in 4"x4"min. —��,�A-��� trench with compacted backfill \ /��'�������� 411p, `ii�iZi�ei�i1♦♦1♦�� • //i��Api�i♦♦1♦�• /%�i�Gi�i��i♦♦♦♦♦�• // Arif��11♦♦♦ II f//�/I�rf♦♦♦♦ ♦ l Anchor downhill edge of _ **Or///..♦♦..♦♦/ filter fabric with stakes, — /� � ���#I sandbags, or equivalent 1,1 111 —II- - i�* 11=1 11=111-111=11 — i I —�1 —ill-111, 1 11_ 2'min. height -11 IIII—= 11=11 11 : .',— Min.5'wide brush barrier with max. 6"diameter woody debris. Alternatively topsoil strippings may be used to form the barrier. NOT TO SCALE 11131 ft" Figure 11-4.2.11 IMi011 Brush Barrier Revised September 2015 DEPARTMENT OF ECOLOGYPlease see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Joints in filter fabric shall be spliced at posts. Use staples,wire rings or equivalent to attach fabric to posts 2"x2"by 14 Ga.wire or equivalent, if standard strength fabric used U #'i ��. ma �i'i�i� i�0i'i'�i�i'D •�p�0 �i� ■ ■i ������������������������������,���������������������������s1' 7:-/,—I-1—II I Minimum 1 6'max 7 1 4"x4"trench u Post spacing may be increased 7119' 2"x2"wood posts, steel 7 to 8'if wire backing is used fence posts, or equivalent 2"x2"by 14 Ga.wire or equivalent, if standard strength fabric used .,. mi NI El / •i j/ Filter fabric •I \\//\\ •I El •I 2'min mi \/ in �\\//\\//\ •mi i \\/\\ iI Backfill trench with ////\ \;Y Mi native soil or 3% - /; ''••A'_I •1.5"washed gravel JMia //12"min\\/\\\/\\/\ \\ Minimum / //‘\ /\ // 4"x4"trench 2"x2"wood posts, steel fence posts,or equivalent NOT TO SCALE ilh'' Figure II-4.2.12 IIM"11 Silt Fence DEPARTMENT OF Revised October 2014 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 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. . .--T IS EXcz i 1"�c r 511- VLc= - •%L•, t-StPt�.-CS 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. The site currently drains by sheet flow to an existing storm water conveyance system approved at the time of plat approval. This conveyance system reduces sheet flow from upland areas to a critical area steep slope on the west side of the property. Flows collect and are routed via this conveyance system to the City of Anacortes Storm System Vegetated areas at the top of slope will be preserved and any additional landscaping will follow the recommendations of the critical area report. TAB 5 (MINIMUM REQUIREMENT#5) Version Date: February 20, 2019 • 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. Is this project Flow Control Exempt? YES (Yes\No) (See Appendix I-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 project discharges to the City of Anacortes Conveyance System that in turn discharges into salt water. Pcv‘ - 6-,T-F-#2-L` • =) ���� l-jro° v t c�l� �� L-,lt.t- Fiacrr. LAST'i l 1 -��t 4--t scU L'-• 1-2•S--7. 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.orq/pdf/Soil BMP Manual.pdf See below for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. Version Date: February 20, 2019 BMP 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, corn- 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 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 911 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 912 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/Permitting/lnspectionNerification 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://www.soilsforsalmon.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 Figure V-5.3.3 Planting bed Cross-Section Mulch ) `� 8" Loose soil with visible dark organic matter V Imo°(77 4'° Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington, 2010, Washington Organic Recycling Council Figure V-5.3.3 Planting Bed Cross-Section Revised January 2016 DEPARTMENT OF ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V e Chapter 5 e Page 914 Roofs: (Provide feasible detail and maintenance and operations specifications in the report) 1. BMP T5.30: Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from storm water flows. Or, T5.10A: Downspout Full Infiltration Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from storm water flows. 2. BMP T5.14A: Rain Gardens Feasible\Infeasible If infeasible, explain the criteria: Landscape areas on site must utilize shallow rooting plants. See Critical Area Report steep slopes need to be protected from storm water flows. Or, BMP T7.30: Bioretention Cells, Swales, and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from storm water flows. 3. BMP T5.10B: Downspout Dispersion Systems Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. The critical area report recommends utilizing the on site storm water conveyance that provides a path for storm water to reach the City of Anacortes Storm Water System provided in Anaco Beach Place. 4. BMP T5.10C: Perforated Stub-out Connections Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. The critical area report recommends utilizing the on site storm water conveyance that provides a path for storm water to reach the City of Anacortes Storm Water System provided in Anaco Beach Place. Other Hard Surfaces: (Provide feasible detail and maintenance and operations specifications in the report) 1. BMP T.5.30 Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: : See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. 2. BMP T5.15: Permeable Pavements Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. Or, BMP T.14.A: Rain Gardens Feasible\Infeasible If infeasible, explain the criteria: : See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. Or, BMP T7.30: Biorention Cells, Swales and Planter Boxes Feasible\Infeasible Version Date: February 20, 2019 If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. 3. BMP T5.12: Sheet Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. Or, BMP T5.11: Concentrated Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: See Critical Area Report steep slopes need to be protected from sub-surface and surface storm water flows. If all BMP's have been declared infeasible to the project site, then the site is subject to Adjustments (Section 5) and Exceptions/Variances (Section 6) per the City's Phase II Municipal Stormwater Permit and the Anacortes Municipal Code, Section 19.76.040 —Stormwater Management Manual, Item G —Adjustments and Exceptions. The review type is considered a Type 2 —Administrative Decision, requiring a 14-day comment period, per Table 19.20.030-1 — Review Classification and Process Matrix. See attached document. Applicant Signature Date City of Anacortes ��1 ?0, 2019 APPENDIX 'I — Survey performed by a Professional Land Surveyor Version Date: February 20, 2019 'RE PLAT OC LOTS IciAND ao PLA`r oc �o�Aco13EACµ NoW 1cr�ouJN At „ Ti-I-E 0Rg'EZE'' `"` AUDITORS CERTIFICATE FILED FOR RECORD AT THE REQUF�T•,,, �•, "THE BREEZE" IN THE SE 1 /4 SECTION 27 T. 35 N • , R 01 E, W. M . OF SCHEMMER ENGINEERING INC. t'E'� .6.';�'tl 4�11 `�_ CITY OF ANACORTES SKAGIT COUNTY, WASHINGTON `"�'��!''viz, . '`., �``�A4, 20Iiili 6 (PA6• n -gROp -ran,,,. -;� -4,w '�•11 :r Skagit County Auditor �t: ,t •''''•.'.1,,,,';4 �n LEGAL DESCRIPTION OF PARENT PARCEL 8f2?J2008 Page 2 of 211:36A1V,; <7r` Ni,,,,,,,. LOTS 19 AND 20, PLAT OF ANACO BEACH AS RECORDED IN VOLUME 5 OF PLATS, PAGE 4, RECORDS OF SKAGIT COUNTY, �.�> ' �0'`" „ '�k;, `k. WASHINGTON. `. K EXCEPT THAT PORTION OF SAID LOT 19 DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID SKAGIT COUNTY AUDITOR ��'`c,YJ "iu.�,,='`,;,.�"DEPUTY'gi�tii..0, LOT 19; THENCE S.51'02'1'8"W 42.37 FEET ALONG THE NORTHWESTERLY LINE OF SAID LOT 19 TO THE POINT OF BEGINNING; ',I; '' . 4,1! nri' u• THENCE S 7'25'19"W 23.57 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 29.50 FEET,LENGTH OF 13.56 G1 $;, �`•t,{. t'',; ti!r; „r�"` :rF' FEET, CENTRAL ANGLE OF 26'19'30"; THENCE ALONG A NON TANGENT CURVE TO THE LEFT HAVING A RADIUS OF 46.00 FEET, • c, ''sue` '', '`':;, 1'`J ` :r" 4:,''o �,..1•:ytt,. �;+!, VI- hip, 1:r s,t� LENGTH OF 55.61 FEET, CENTRAL ANGLE OF •6915'55", CHORD BEARING OF S 4416'21"W, AND CHORD LENGTH OF 52.29 FEET; S rt y +: , THENCE N 82.21'35"W 40.23 FEET TO THE EASTERLY LINE OF SAID LOT 19; THENCE N 51.0218E 108.21 FEET TO THE POINT S6,>52, REP LACED•�ORIGINR `',.I M OF BEGINNING. ? . . ,.)01 r,4SED�I;MONUMEN'T:WITl3 'r,,b, �,!,, TOGETHER WITH THAT PORTION OF LOT 3, SANDY BEACH SHORT PLAT AS RECORDED UNDER A.F. 200501120062 DESCRIBED AS A. � 4- ''',k1NEW CASED 1v1ONU1,3ENTP, •,:'' FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF SAID LOT 3; THENCE N 57 52'26"W ALONG THE NORTHERLY LINE T 1N S{nEWALI< ',' k:; ;.7 OF SAID LOT 3 70.16 FEET; THENCE S 2711 03 E 51.92 FEET; THENCE S 8'47 43 E 17.97 FEET TO THE EASTERLY LINE OF ,,t, (. •:. +k �i'1' 'yIF' SAID LOT 3; THENCE N 51'02'18"E 42.37 FEET ALONG SAID EASTERLY LINE TO THE POINT OF BEGINNING. �'l !'-..., {�1 1r°., j dig'` TOGETHER WITH VACATED PORTION OF ANACO BEACH ROAD. 2+S t"t'y. '.'.1, l,- MOST NORTHERLY CORNER OF LO 19 IS THE SAME POINT AS THE MOST EASTERLY CORNER'OF LOT 3 �f'. t�' i "`"'� 'L d yl cr+fl : ` THIS PLAT VACATES THE • 1, ',i4'; 3S \ SOUTH HALF OF ANACO vi, `1 c`S7 t, y ,1 BEACH ROAD AS SHOWN MAINTAINANCE 4✓• $,'''';i1,Rti~ 'rnz ;1°•4,:.�,:r,+'' ,o 4 EASEMENT TO CITY "' •' / {r!'}� l' ''!11'`'.o'1' y;��r' 6 \S->S t'C n , r/'',���0 �o-a,::l::t•L6 ` 'O �1 \226,a OF ANACORTES r • A.F. 200606200084�t 'ri,{ /IOJS `. . iy flnmtrw•;I'4 \: ^ 'i? LOT 3 ` L \ Li S 08'11'00"W 8.17 +�n '.. {' g -90 i . L2 S 62'30'20"W 17.74 """' `n r �'' •nx� ~ 2 ;{` •, �' j�"'I; Mfg, '''",-r,,,,,,•;.rn '`�x Mk ti� C�`,� S,1 7j\s / L3 S 82'21'35"W 40.23 "s= ., '"k� y.i ;� 0" Cl �?44,, S2S , ' L4 N 81'36'10"W 5.49 ,.,",, `?,, „'oo ;., t4► •3 - \'`7• \� SCALE 1 =50 w� co L5 S 08'47�43 E 17.98 :sf,. •�?�,t' \ oo`o ,�`��,, o - u LOT 1 �9cy o_ 50 L6 N 57'S2 26 W 70.16 G F1. o �► T. 0i 14312 SQ.FT.` � Jib Lt%e, vc.�Q�r'I ,yQ M 4 In ,q `i, Ki �ri" Fj \ Cl R=50.00 L=31.11 d= 35'38'48" �. -� o ��t� st C2 R=68.00 L=42.31 d= 35'38'48" r�l-,;, !'''i;t, �P�,o LOT 2 0100' i`1 C9 0 o C3 ADDRESS �`` g-0) C3 R=46.00 L=32.19 d= 40'05'54" `' {i" {1 '���'v' \ it �� _ S 89'�1-os W _ L '} QO FOUND CASED STREET ., F Yc;.T' :�" T t,x . „ :�' .x=:,;Y '"i .�,y hn�'•� •rr�' • +Q,�' L3 • CO �Y$3.62 FT �,� c� i' MONUMENT APRIL, C4 R=46.00 L=40.41 d= 50'2018 ,, �,,; a. !t a;;ar . „ .. �'HEIGH-rotRESTRICTION: ,•-`' -- C8 L4 C4 M 2006 C5 R=46.00 L=30.00 D= 3T22 01 iiHEIGI T OF'1STRU TUR S ON �-s / LOT 2 I FOUND REBAR AND CAP C6 R=46.00 L=30.00 D= 3,7'22'01" IOT,,,6''NOT TO4,EXCEED 14 3J`' 15619 SQ.FT. 1~ APRIL, 2006 .C7 R=46.00 L=30.00 d= 37'22 0,1 k FEET_,,{ABOVE::„JHE HIGHEST ��P O�� C ADDRESS M „ ?,POINT ON LOT 6. C8 R=46.00 L=30.5Q�:'d`= '37• •,% " ',. -A ti-1 4 C6 N SET REBAR AND CAP '' "' • ''' `'� ' • C9 R=46.00 L=55;fi1�;, `rid="+169'15 5S .,i tl ,�,: / o'er / ORIG. LOT 19 / • . ' \62• t2 o "PEM LS 25971" C10 R=29.5 L=1356' d= 26'19;�a'Yt i,�l'� '''`' / 00`)� ,���� / N 79s�3O�s. C11 R=50.0Q: �°L=95;,74_., d=109•4.'•3O' •`''''<''''" LOT 6 A,`�^ti �0, j - LOT 3 �g F k, o 0 SET CASED STREET 12630 SQ.FT. T\ '�';5. ';rE q�. !�;; ,it fii s, 14794 SQ.FT. - . 0' ADDRESS MONUMENT �'' I `• °'' 1� c a,;.:::r:• ,ir r!ry, ''r.; ,t`t'�' '�`^t,,:u,;•n F'�r�' / " �� st `Td. ADDRESS .^ LOT 4 0? • Av., ,:.0 ' '`'t�, �44,y„ 'K,i, :,„4•• ,��'`� 6+ ��. 13447 SQ.FT. -n�', SURVEY NOTES: e' t;•`. u stlp '''.1*, / 5- ',�, R�" rs' ADDRESS ',', fi, ;1 i,r 4!:. "'; ,. — VI f•' F � 0 BASIS OF BEARINGS IS BETWEEN'I�"QUNf fi ''!`'''�'yt,.eAr``� �"i:,nn ' ' 172.5�� CASED, STREET MONUMENTS.,ON,,ANACO T,'•', oGl,� "' ORIG. LOT 20 2f BEACH ROAD. N 57'52'27';h W.FROM SURVE-, '''-4 s `!o `' 8 / `�56' RECORDED UNDER A.F. NO. 9,�5,d'S1+1'OO65, �• , S LOT 5 173.$ — — RECORDS OF SKAGIT�'ICOU,TY:`iI .;,.j�'° ',.u. (/ y,,i �o 16468 SQ.FT. �,•. !!., /Pip g6,� ADDRESS • a,l'r,s:.-,; a,. -.} �0" w EXCLUSIVE 5' WIDE BEACH ACCESS EASEMENT THIS SURVEY WA$;�'PERFORMESI ,, IN''<r;TH'E,• FIELD BLS o %.. S 1102 RESERVED FOR NON MOTORIZED USE OF USING A LEICA T >•RA1103 EECTRONI;C'TOTAL 9S ri OWNERS AND GUESTS ACCOMPANIED BY ADULT STATIONT','`' , t0 .Ea �,9� ,c>;d- - OWNERS OF LOTS 3,4, AND 6. ERRQR OF'4:CLOSURE MEETS,,OR EXCEEDS „.r .IrWASHi GTQ&..Sy,STM TE S'TANU1ARDS JOB, rho. i'i'• �i�1111 :'OF THE BREEZE .�.""';::""%Nib :• SURVEYOR'S CERTIFICATE lir. ` ;, 04'' I It•. ;'. . :( ��`s i,'er.�`'/se.�i e+� THIS MAP CORRECTLY REPRESENTS A DRAWN PEM •�;; »t , ) ►d- .- SURVEY MADE BY ME OR SUNDER MY 'CHECKED ]TS ,SHEET , r ANACO •WEST'CORPORATIO(V . : '4 �: DIRECTION IN CONFORMANCE WITH THE "�4t,, rig: YF'' .�'( (�{� �{�1 SCHEMMER ENGINEERING INC. : �A•,�.�' :,� : SURVEY RECORDING ACT. BY :. 1372 '?�.JO1�L '=.'LANE % �iO4' .J.i��VV��$ DATE BY APP REVISIONS 2:,,,�� 75 • .317 COMMERCIAL AVENUE, SUITE 101 '. oH4L LAN$so•�� t PAUL E. MONOHON CERT#25971 ,`''t' .. ANACORI S, WA 98221 (360) 293-9006 : e ''..•.., ,•s0 DATE 6-v-2.006 t :Y �! COi S; WA 98?�23 v. Ex47,1 04/07 CAD FILE:04231BREEZE PLAT 2CREOT DATE:4-13-06 l\I APPENDIX 2 — Soils Anaylsis (Volume 1, Chapter 3.1.1) Version Date: February 20, 2019 w► j , ,t/ / got-„„;,h.° ►, ao '►� Soils Report / ' ►►�� 1 Linda Spicher, Septic System Designer spic„ER License 5100294 ,. • ooth ER . (360)708-3004 �,wwe.-.•mow wwwww��w��ww� EXPIRES 09-29-4:4 Project/Client: Richard Johnson Page / of to Contact: Jim Schemmer, Schemmer Consulting Group PLLC Site Address: 4220 Osprey Lane, Anacortes, WA 98221 Parcel Number: 124723 Date on Site: 5/29/18 Map Unit, Natural Resources Conservation Service: #5008, Doebay-Cady-Rock Outcrop complex, 10 to 30% slopes Hydrologic Soil Group: Doebay— C, Cady— D, Rock Outcrop— no hydric rating. Note: This parcel has, in general, a very shallow covering of loam. It is predominately a rock outcrop. Soil Type Loading Rate2 Soil Log 1 0 — 5 brown medium sandy loam 4 0.6 5 — 17 rock on one side, on other brown medium sandy loam 4 0.6 17+ rock outcrop N/A not suitable anticipated water table at 17"+ Soil Log 2 0—6 brown loam, organics 4 0.6 6— 10 rock outcrop, fractured N/A not suitable 10+ rock outcrop N/A not suitable anticipated water table at 10"+ 1 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./day). 4429 P599bit P123807 4318 4317 _ � g 471 t BRYCE DR B CE TYLER WAS` P59969TYLER WAY 4010 4015 BRYCE DR P59226 r BRYCE DR P�9922 P59965 P59968 4319 MARINE - 4 � MARINE P225 4709_ .. P599'11 P59912 P59915 P59917 P59919 p59921 4427 P59924 P59966 P5996i7 Tl`LER HEIGHTS WAY HEIGHTS WAY •'•'c RYCE DR P59227 P59913' ' P59916 4601 4505 P59920 UB P59914 P59918 P59923BRYCF DR 4321 WAY P1199064108 : 4801 q BRYCE-DR - '- BRYCE DR P119907 ,> , TYLE.R MARINE HEIGHTS P111775 ANACO ch .., P32444 p32450 P123319 P132852 P32420 P119090 P111769 WAY P111771. BEACH RD tir'oc w P32451 4700 P123318 P132857 P132853 P32447 4400 WAY " � 'P32449 _ ANACO BEACH RD-- TYLER WY P90333 4116 P111770 4 113 P111772 P111790 P32475 4410 ELLISPORT P61878 g610 P132856 P123272 4120 ELLkSPORT PLACE ANACO BEACH '-P123317 P6�'875 ANACO P126542 PLACE 4119 ray; _ 4311 :'�' •ELLISPORT P111773 ..;.-' ROAD BEACH ROAD MARINE P32366 P61812 4637 P132855 P61874 P61873 MARINE P119091' PLACE P111768 HEIGHTS WAY P32374 ANACO BEACH RD P132854'3320 P132858 4416• HEIGHTS WAY P111788 4404 P11'1774 P32367 4636 ANACO P123272 4406 MARINE HEIGHTS, ,P11'1776 P126751 P61818 BEACHWOOD LANE P111747 '- ANACO BEACH RD` P61814 P1315044 P12994$ BEACH 4206 MARINE HEIGHTS WAY P111767 P126754P61815 P109142 OSPREY LN P111788 P111746 WAY P111748 4124 P111777 p32394 P61813 P108$557 4420 P130147 ELLISPORT PLACE P111779 P61816 P61825 P120571 ANACO P120561 P130148 4311 P111749 P111778 P32376 P130895 '� P61821 r`-'O133EACH P61871 4208. MARINE P111765 4206 P111764 P32377 P61819 P125346 MARINE HEIGHTS P61824" P1 f OSPREY.LANE' HEIGHTS WAY P32385 P61823 � P111741 P111750 WAY P111763 4209- P61822 P61827 .4533 =,,:; 73 953 4210 MARINE HEIGHTS P32386 P32387 ANACO BEACH RD P32388 P61828 4212 P121952 4409 P11174• 0 OWEN WAY P111762 WAY P32389 P32390 - P61830 OSP EY ANE P61870 - MARINE 1117a30 P32392P61829 • _ H IGHTS-WAY P111761 pp P32378 4501 P61$31 440 •P61 6— 4218, P11'1739 P111742 P 111751 P111792 . • ANACO BEACH RD ANACO BC-AC _ SPREY,,ANE P127510 4214 P111781 P32384 P61832 PLAC 2P124,r< P122998 MARINE HEIGHTS 4.C :- 430 421Q WAY P111760 P32382 . P122999 P32380 4403 SPR P124724 MARIN CAROL ANN COURT:11P111752 P111782 011k P61834 ANACO BEAC LANEREST PL P123001 , P111743 LACE 124725 P127513 P111.753 4314 P111759 P111783 if P32381 P12472 4305 P123003 P127514 P111789 P111758 ._ MARINE HEIGHTS tk. P124727 P-124.726 MARINE CREST P123002 P127512 P111754 .WAY P111757 `�R , Aik P32383 4401 PLACE P127a11 4214 4302 P111784 ,„,N �_ . ��, ANACO P6'1836 CAROLANN COURT • MARINE E I -74%%1� BEACH PLACE P11174456 HEIGHTS WAY P111785 0 v ' - '4 `` i• A,' 4309 P1117 4306 r rt ^ 00 4308 MARINE P111745 P111786 ' �.r MARINE P111787 t .�;,� .� P61837,.MARINE DR HEIGHTS WAY 4307 HEIGHTS WAY 4305 t Y�+i'� MARINE MARINE HEIGHTS 4310 dIIPP61867 HEIGHTS WAY WAY 40r SEA OTTER LN p61838 P32443 r. - P1066 •9 �1 • P1104 (§ .. cp L 97 497 SEA OTTER P61839 LANE I t'', t P 61866 4510' SEA OTTER LANE - 1" = 300' c3 May 30, 2018 0 165 330 660 Ft Legend _ 1 ? 1 + 1 i 1 1 I Tax Parcel Numbers Mobile bi Home OnlyAccounts County Boundary Rivers and Streams 0 0.05 0.1 0.2 km 1 __ Dirt AccountsAddress Labels 20 foot contours Data Accuracy Warning: All GtS data was created from available public records and Building Only Accounts existing map sources, Map features have been adjusted to achieve a best-fit registration. Wniie great care was taken in this process, maps from different sources Senior Citizen Accounts Tax Parcels Structures rarely agree as to the precise location of geographic features. Map discrepancies can be as great as 300 feet• Copyright 2016 \ 1\I V/-IVVI\ 11-.J, TYn JVLLI WWII VIVJ. \ \ --. P124723 ® BMP C106: h ho S27,T35,RO1 IP BMP C220: Ic9\ t -, SETBACKScr CF BMP C233: I' 20' FRONT �1< :� j BMP C151: v. L 'ti***0 ss226 goo ,/ 20' REAR PP BMP C152: o `f h SIDEYARD 15' TOTAL t"t ® BMP C153: m I \ /\ % % %! '\ --A h+ �k CL BMP C160: F p r J A �I J , SC BMP C162: 1 N / .� _ Q,, , jot_ 1 . . - ., SCALE 1"=30' %/ i 1 • 0 15 30 t ,' �r. �q� / / l 1 fr r ` ' / 4111111111° II G�c� Q� o /ty/ 6 , k\ 1 I \ l I 1 to . , cp cp r�-. �r'11- eii.- Ian cr" cc) `---:53 'go"cPco ffi fi \ ) , co O �� `1 %*,;.A.;,.- t• . • 1:10- 1 — �i ,` `t. , �` #g APPROXIMATE \ `111 +,=`'�, `` % FLOOR PLAN II \ ,�Ail �, OF FUTURE HOME 7,CI'J 4 — I ,e'a c,/w? San Juan County, Washington 5008—Doebay-Cady-Rock Outcrop complex, 10 to 30 percent slopes Map Unit Setting • National map unit symbol: 1kgw6 • Elevation: 0 to 1,600 feet • Mean annual precipitation: 20 to 40 inches • Mean annual air temperature: 48 to 50 degrees F • Frost-free period: 200 to 240 days (o`4's"'1 ® Farmland classification: Not prime farmland SItxrt Map Unit Composition PICHER 0 maw ® Doebay and similar soils: 40 percent EXPIRES 09-29•ig' ® Cady and similar soils: 35 percent • Rock outcrop: 15 percent ® Minor components: 10 percent ® Estimates are based on observations, descriptions, and transects of the mapunit. Description of Doebay Setting 9 Landform: Hillslopes, mountain slopes c Down-slope shape: Linear Across-slope shape: Linear • Parent material: Glacial drift mixed with colluvium from metasedimentary bedrock Typical profile • Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 6 inches: loam ® Bw1 - 6 to 16 inches: fine sandy loam Bw2 - 16 to 21 inches: very gravelly sandy loam • C- 21 to 35 inches: extremely gravelly sandy loam o R - 35 to 45 inches: unweathered bedrock Properties and qualities • Slope: 10 to 30 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock ® Natural drainage class: Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) crt'r7, 1 • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Low (about 4.7 inches) Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 4e • Hydrologic Soil Group: C • Ecological site: Douglas-fir - Pacific madrone/oceanspray/rattlesnake pla (F002XN901WA) • Forage suitability group: Limited Depth Soils (G002XN302WA) 4� • Hydric soil rating: No .w,es it Description of Cady s 54 pV SPICHEN • setting p OESiGNEII (� �NACC\• `�S> Landform: Hillslopes, mountain slopes EXPIRES 09-29_16 • Landform position (two-dimensional): Shoulder, summit • Landform position (three-dimensional): Mountaintop, mountainflank, side slope, crest • Down-slope shape: Linear o Across-slope shape: Linear ® Parent material: Glacial drift mixed with colluvium from rnetasedimentary bedrock Typical profile • Oi - 0 to 1 inches: slightly decomposed plant material • A - 1 to 4 inches: loam • Bw - 4 to 16 inches: fine sandy loam • R - 16 to 26 inches: unweathered bedrock Properties and qualities • Slope: 10 to 30 percent • Depth to restrictive feature: 10 to 20 inches to lithic bedrock • Natural drainage class: Well drained • Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Low (about 3.7 inches) Interpretive groups 4x4- • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 6s • Hydrologic Soil Group: D • Ecological site: Douglas-fir - Pacific madrone/oceanspray/rattlesnake plantain (F002XN901 WA) • Forage suitability group: Limited Depth Soils (G002XN302WA) if, 1� • Hydric soil rating: No !. • I` Description of Rock Outcrop /o'WA Typical profile � t. 9.4 •'� 'roe "LOU SPICHEPI • R - 0 to 60 inches: unweathered bedrock • . • O GNE Walek 1010NOM "-" EXPIRES 09-29-JF Properties and qualities • Slope: 10 to 30 percent • Depth to restrictive feature: 0 inches to lithic bedrock Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 8 • Hydric soil rating: No Minor Components Aquic dystroxerepts, bedrock hills • Percent of map unit: 10 percent • Landform: Drainageways • Landform position (three-dimensional): Mountainbase, base slope • Down-slope shape: Concave • Across-slope shape: Concave • Ecological site: Western redcedar - Douglas-fir/salal/swordfern (F002XN903WA) • Hydric soil rating: No %Natal Materials Testing & Consulting, Inc. Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting A l �t ''t14led.]is 7'eaing&Consl110 February 27, 2019 Richard Johnson, client 2824 W Lake Sammamish Parkway SE Bellevue,WA 98008 do: James Schemmer,P.E. Schemmer Consulting Group PLLC Subject: Critical Area Assessment—Proposed I"•.esidence 4220 Osprey Lane Anacortes,Washington 98221 MTC Project No.: 19B058 Dear Mr. Johnson: At your request,Materials Testing&Consulting, Inc. (MTC) has completed a limited-scope geotechnical evaluation and geologic hazard assessment, including site and slope visual reconnaissance and review of available geologic literature at the above referenced subject property proposed for a single-family residential development. The style of construction is presumed to be a tiered foundation set directly on intact bedrock or resistant glacial deposits amongst the gently sloping upland terrain found across the majority of the site interior. The surrounding vicinity is comprised of single-family residences constructed on similar hillslope properties in all directions. Per City of Anacortes Municipal Code(AMC 17.70.180), slopes within the property and general project area are designated as geologically hazardous due to locally steep grades and potentially erosional cover soils on the property and proximal areas. The slope responsible for triggering critical area review is an exposed bedrock hillside along the western margin of the site,reportedly created during construction of Anaco Beach Place below. MTC understands a geologic review is needed to meet local municipal requirements for geohazard assessment prior to development. The following report presents the findings and conclusions of our geologic literature review and site assessment, addresses the feasibility of proposed residential development, and provides geotechnical recommendations intended to reduce the inherent risks associated with site development within a geologically hazardous area. MTC has performed this site investigation and critical area assessment in accordance with project discussions with the client and in consideration of City of Anacortes Municipal Code requirements for site review and development within or adjacent to a geological critical area(AMC 17.70.180) as well as industry-standard practices. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98225 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 Site Investigation Methodology: On February 6th, 2019 an MTC Project Geologist visited the site to perform visual reconnaissance of the surface and topographic features of the subject property and its critical slope in support of a geologic hazard assessment in accordance with local municipal requirements. Due to the abundant presence of bedrock present at the surface and along all critical area slopes within the site boundaries, no subsurface explorations were conducted. Relevant site dimensions and slope topography were estimated and mapped at representative intervals using hand survey equipment as access allowed. Salient slope features and existing vegetation were documented in order to assess general site stability as well as observe for signs of local instability of an erosional or subsurface nature currently or in the past. Bedrock structures and rock quality were observed and characterized where exposed within the site and adjacent areas. The majority of the site, and the adjacent sites within close vicinity, consist of intact bedrock exposed at or presumed to be near the surface. MTC observed, characterized, and measured pertinent bedrock structures and conditions such as bedding and lithologic contacts, joints, faults, and weathering patterns. The overall abundance and character of planar features within the bedrock, such as faults and joints, were used to determine holistic rock quality of the critical bedrock slope. Site reconnaissance and review of geologic literature were also used to assess the presence of known or suspected landslide features and their potential relation to the subject site and slope. A project location and vicinity map are shown in Figure 1, Appendix Al. A satellite image aerial photo showing general lot boundaries, existing surface conditions, and MTC's profile line is shown in Figure 2. Included as Figure 3, Appendix A2 is the proposed lot layout and survey map provided by the design engineer. A scaled schematic topographic profile constructed using MTC's site measurements and visual estimation is presented in Figure 4, Appendix A3. Photos showing representative site and slope features are provided in Appendix B. Site and Slope Conditions: The project site is located along a broad west-facing hillside east of Burrows Bay just southwest of Anacortes, Washington. The property is approximately 1/3-acre and currently accessed from the east along a small gravel road stemming from Osprey Lane. The site is bound to the east by the gravel access road and driveway leading towards the residence to the south. To the north is a vacant,prepared bedrock pad of similar size to the subject site. To the west,past the base of the critical area rock slope, is the cul- de-sac at the end of Anaco Beach Place with other developed single-family lots along its length. Presently, site development includes a previously installed storm drain system that runs the length of the southern property margin. Additionally, some degree of site grading and clearing appears to have been conducted in the upland portion of the site given the amount of rock debris and lack of trees. 2 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 to southwest-sloping. Small variations and Overall site topographyis entl to moderately west v gently undulating surface features are common within the upland, with the only significant slope feature being the more steeply west-dipping critical area slope. The entirety of the western site boundary is bordered by the flat cul-de-sac of Anaco Beach Road. From the east end of the site, grades generally slope west at around 12° over about 90 feet on grade. Slopes then flatten to around 6° for approximately 75 feet before increasing to around 11° for 20 feet. A small, relatively low angle 20-foot-wide bench then rims the subject critical slope which falls at around 58° over about 28 feet on average(according to survey map). Surface conditions vary from poorly to moderately vegetated with recent site interior grading activities having removed most of the native vegetation. A large cedar tree is located at the northwest corner of the site amongst the exposed bedrock that lines the crest of the critical area slope. A patch of small alder trees line the northern edge of the site. The remaining portions of the site are sparsely vegetated with small spruce/evergreen trees. A few other small-sized alder trees are located at the southwestern corner of the property near the cul-de-sac to the west. The central portion of the site contains a moderate amount of wood chips likely dispersed during prior clearing of the site. Cobble and boulder-sized remains composed of the native bedrock were found scattered about the west-central portion of the site and appear to be related to site grading considering the lack of an uphill source for such talus material. MTC performed reconnaissance to observe and document any indications of localized or large-scale slope instability. No obvious features were observed that would indicate an active or prior slope failure, such as tension cracks, headscarps, curved trees, erosive soils or downslope debris accumulations. The sloping topography appears typical for the area despite the creation of the critical area slope during prior construction of the Anaco Beach Place cul-de-sac along the downhill margin of the site. This feature appears to be composed of native, intact bedrock and does not appear to exhibit loose or unstable soils such as colluvium or fills within the vicinity of the slope. No obvious evidence of rotational or translational failures or major toppling hazards were observed on the slope in the proximity or downslope of the anticipated building pad. No obvious failure features were observed on adjacent slope areas. Erosional hazard appears low due to the relatively gentle interior site grade,thin soil cover and consistent presence of shallow bedrock on the steeper areas of slopes, assuming good management practices are applied to minimize the risk of increased erosion on downslope areas from the proposed development. Soil& Groundwater Conditions: Subsurface soil conditions were assessed primarily by visual observations along the southwestern edge of the site along Anaco Beach Place where some surface soils were exposed. This was the only location within the site that appeared to have substantial cover soils mantling bedrock. Bedrock exposures dominate the vicinity of the subject slope, and cover soil depths are anticipated to increase slightly 3 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 upslope within the upland portion of the site due to decrease in exposed bedrock. These cover soils included a thin band of sands with gravel and some silt at the surface interpreted as glacial outwash deposits. These soils were encountered in loose and slightly moist conditions. Below the sandy soils was approximately one foot of silty sand with gravel interpreted to be glacial till that, where occurring, directly mantles the bedrock below. No surface water features were observed at the building area or on adjacent slopes during MTC's site reconnaissance. No seepage was observed on the slope during our site visit in the mid-winter season. The ground surface was dry throughout the proposed building area, with no evidence of channeling or runoff zones encountered. It is possible that surface runoff and local perched saturation and seepage conditions may develop temporarily during the wet season and particularly heavy storm events within local sandy cover deposits over the relatively impermeable shallow bedrock and mantling glacial till profile. MTC's scope of investigation did not include the determination or monitoring of seasonal water condition variations or conclusive measurement of groundwater conditions at the time of the field visit. Bedrock Conditions: MTC assessed the quality of the bedrock forming the subject critical slope using visual and physical rock quality observations alongside measurements of discontinuities within the rock. Cover soils were thin to non-existent along the critical area slope, therefore cover soils were not directly observed due to the low- angle nature of the interior site pad they mantle. Bedrock among the majority of the site was observed to be of massive, resistant character, and representative of metagabbro (intrusive igneous rock, underwent low-grade metamorphism) common to the area. This rock type was observed directly at the base of the primary bedrock slope located along Anaco Beach Place and along the slope crest, and appears to comprise the middle of the slope exposures observed from afar. Lithologic features exposed along the slope also include sporadically distributed and slightly deformed intrusive dikes typical to the Fildalgo complex. Small discontinuities were common across the exposures and consisted of jointing as well as small brittle fractures and cataclastic shear zones. The dominant structure was the primary joint set (Set 1) dipping moderately to the northwest, spaced approximately 2 feet, around 4 meters in length, closed and containing no mineralization. A secondary joint set (Set 2) was dipping steeply to the southwest, spaced 20 centimeters to 1 meter, and generally 2 meters in length. Neither joint set appeared to accommodate any displacement, and joint faces were rough. One larger steeply west-dipping fracture was observed in a limited portion of the outcrop and resembled joint sets 1 and 2 in character. Lastly, a shallowly northeast-dipping shear plane was seen to cross the majority of the slope. This zone was approximately 30 centimeters thick and appeared to have some preferential weathering compared to the surrounding rock. 4 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 We assessed the site for potential hazards related to "dip-slope" conditions, where foliation/bedding or major jointing planes are relatively aligned with the subject slope face and exhibit a similar or lesser inclination. This is a possible occurrence in the project vicinity where low-grade metamorphosed intrusive rocks have been fragmented by brittle faulting and jointing during multiple deformation phases. The key consideration for dip-slope geometry is whether the bedrock structure or set of structures results in a plane of weakness that becomes emergent on or coincident with the slope face (i.e. at a lower angle than the slope or forms the slope face itself). These unfavorably oriented structures can pose a risk to instability during excavation or after loading is applied. Based on our observations of bedrock exposures and hillslope surface conditions along the subject critical area slope, primary bedrock structures are consistently more steeply dipping than the slope face as well as oriented at varying oblique angles to the subject slope. The overall critical slope face was striking approximately 170° south with an overall dip of approximately 58°, and exhibited local steps. The primary joint set (Set 1)was oriented obliquely to the slope face and had an average strike of 230° to the southwest and dipped approximately 50°. The secondary joint set was commonly striking 125° to the south with a steep dip averaging 80°. Both joints sets are obliquely striking in regard to the overall slope face with dips being approximately similar to or greater than the average of the slope face. Finally, no emergent structures were observed on outcrops at this location or adjacent areas. Therefore, we interpret the site topography to be protected from this occurrence both in regards to foliation/bedding and observed joint plane orientations. Additionally,there were no obvious steep steps or cuts composed of highly fractured rock that would indicate areas of reduced stability that would pose a risk of local sliding or toppling failure from the existing steep slope. All steep steps or cuts appeared to be composed of highly competent bedrock. Summary of Geologic Literature Review: The Washington Interactive Geologic Map maintained by the Washington State Department of Natural Resources (DNR) indicates that surface geology of the site and immediate vicinity is mapped as Jurassic- age Fidalgo ophiolite (Jigbf). The intrusive rocks of the Fidalgo ophiolite are components of a large section of oceanic crust or volcanic island arc displaced by regional tectonism and high-pressure metamorphosed (Brown et al., 1979). This unit is typically highly resistant to weathering and is the predominant lithology of Mount Erie, south of the town of Anacortes, as well as other resistant headlands in the regional vicinity. Components typically consist of greenstone, metagabbro, other metavolcanics, and interbedded metasedimentary lenses such as chert and argillite. Volcanic members are generally massive and form rocky headlands, while metasedimentary beds range from massive to foliated and friable. Conditions encountered in the field, interpreted as massive metagabbro bedrock, correspond with the results of literature review. 5 4220 Osprey Lane CAO,Anacortes,WA Materials Testing& Consulting,Inc. February 27,2019 19B058 The City of Anacortes Critical Area Regulations 17.70 defines geologically hazardous areas of known or suspected risk. The property slope is generally designated as geologically hazardous for potential landslide hazard due to slope grades equal to or exceeding 15 percent and due to portions of the site gradient exceeding 40 percent and having a vertical relief of 10 feet or more. The project area is also considered for potential landslide hazard where slopes begin parallel or sub-parallel to planes of weakness, such as bedding planes or structural weaknesses (foliation,jointing) in subsurface bedrock. It is our opinion that the site does not represent an actual landslide hazard based on the conditions known and observed,nor does it portray issues with unfavorably oriented rock structures as addressed above. According to the DNR Interactive Geologic Map, the site and vicinity are not mapped as having active or historic landslide features cataloged by the DNR Landslide Inventory at a scale of 1:24,000. However, the site area does not appear to have undergone detailed mapping. According to the recently published Skagit County Potential Landslide and Erosion Areas map set (August 2014), the subject site is mapped as having a gradient of 15 to 40 degrees. Many of the hillslopes in the 1/4 mile radius of this site is mapped as an erosional hazard area based on the commonly steep grades. No areas in the close project vicinity are mapped as unstable slopes or slopes with recent or historic slide activity. Discussion and Recommendations: The results of MTC's geologic research, site reconnaissance, and field visual assessment of exposed soil and rock conditions at the project site indicate that the proposed single-family residential development and associated improvements including the upland access road are feasible given suitable site-specific design measures are applied and by following the guidelines and recommendations presented below. Findings of site critical area review indicate no obvious active or historic geologic hazards are present, although site topography and likely uneven shallow rock subgrade conditions requiring benching preparations to reach foundation grades may present a practical challenge and increased cost of site development compared to a similar scale of construction among gentle topography. The proposed building area is apparently underlain by intact and resistant bedrock as determined by visual assessment, locally mantled by glacial till deposits. The site subsurface is considered favorable for shallow foundation use in terms of bearing capacity and resistance to settlement or instability. Assuming MTC's recommendations are followed, construction in the vicinity of the rocky slope in the available upland area of the site appears feasible as proposed. The following recommendations presented below pertain to shallow foundation construction methods, which appear suitable for the project. In the event that alternative foundation designs are considered, such as elevated stem wall foundations or drilled shafts with elevated floor elements, MTC recommends we be contacted for geotechnical engineering consultation and analysis as appropriate to address the proposed foundation style at that time. 6 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 Construction Feasibility and Discussion The proposed building area on the upland site pad appears to exhibit relatively thin native soils over bedrock, as inferred by our surface observations (not explored directly). Apparent intact bedrock is exposed locally at the ground surface within portions of the site interior. Based on our observations from the roadcut exposure along the western site boundary and the presence of bedrock outcrops across the site, MTC anticipates the thickness of mantling soils to be on the order of one to two feet and mainly present within the upland areas of the site. The massive bedrock observed along the western site boundary and along the critical slope crest is interpreted to underlie the proposed building location approximately 30 feet east of the slope crest at relatively shallow but unconfirmed depth. Construction at the proposed footprint on the gently inclined upland pad appears feasible by employing a foundation benched into native conditions and placed over either suitably dense or hard mantling glacial deposits or directly on bedrock subgrade as recommended below. Surface improvements within the site to be installed concurrently with residential construction, mainly driveway and entry road establishment from the eastern access point as well as building envelope exterior improvements, may require some additional cut and fill grading preparations to establish final design grades. These locations should be excavated to suitably firm native soils or bedrock followed by placement of a structural fill base in horizontal lifts compacted to industry standards prior to applying pavement or hardscape surfacing. Slab-on-grade floors, if proposed,are considered acceptable for placement directly over suitably firm and unyielding conditions. Existing fill soils and rock remains, as present, should be evaluated for suitability if considered to remain below slab-on-grade areas. All vegetation and visible organic matter must be removed prior to construction of slabs and exterior flatwork. Slab subgrades should be graded and recompacted as needed to ensure a stable and uniform pad following stripping. It is recommended that slabs utilize a capillary break due to the generally impervious nature of underlying site conditions. Any additional requirements for slab-on-grade construction, such as final bedding material and vapor barrier placement, should be followed per the design plans. We anticipate the structure will incorporate a benched and stepped foundation profile, and may include a partial daylight basement and/or single- to multi-story construction to accommodate the upland sloping grade. As such, a retaining wall-style foundation may be utilized at uphill foundation walls to retain any necessary cut slope. This is considered generally feasible given the competency of the subsurface conditions, however, details on recommendations and engineering support for retaining wall design are outside the scope of this critical area investigation. MTC can be contacted for additional geotechnical consultation and engineering as may be required for retaining wall design. 7 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 Confirmation of Building Setback This study has reviewed general topography at the proposed building area and adjacent slope in order to assess site development feasibility from a geotechnical standpoint. The findings and recommendations herein are based on site hand measurements and visual estimations as well as the existing survey map provided, and if needed should be confirmed by topographic survey during final design or pre- construction. MTC constructed a schematic profile of the site and subject slope to assess setback for home construction and to determine minimum foundation placement guidelines. Our understanding of the approximate proposed building footprint is based on preliminary site plans provided by the client. For foundation placement and long-term protection on sloping grades, we typically recommend a minimum structural setback of 10 feet horizontal be maintained from the outer edge of downslope footings with respect to grades exceeding about 2:1 (H:V). This assumes foundation lines are excavated to competent subgrade and benched for footings construction as recommended below. Based on our profile measurements and the provided plans, the proposed home foundation should meet or exceed this minimum requirement at the intended location. The structure is proposed to be placed at minimum approximately 30 feet from the critical area slope crest at its closest corner. Given the condition of the slope and our understanding of site geology, it is our opinion that this setback is suitable. Excavations for foundation construction should be limited to only as necessary. Soil cover and stabilizing vegetation outside of the home footprint should be maintained as possible during site preparations. Adjacent grades should be restored after foundation construction is complete where disturbance is unavoidable near to the building to ensure lateral support and protection for the structure foundation. Foundation Recommendations For general foundation design and construction considerations, MTC recommends referring to guidelines and parameters of the International Building Code (IBC, 2012/2015; or most recent edition at the time of construction). As addressed above, MTC recommends foundations be placed on either bedrock or dense/hard mantling glacial soils, which are anticipated to be present at shallow levels throughout the proposed building area. Upon reaching suitable subgrades, foundation alignments should be benched flat by mechanical removal such as by ripping or breaking; blasting of rock subgrade is expressly not recommended. Continuous perimeter and interior strip foundations should be stepped as needed to accommodate the sloping grade. We typically recommend maximum steps of 18 inches with a spacing of at least 5 feet,unless specified otherwise by the design engineer. All portions of the foundation should be placed wholly on dense soils or intact rock unless otherwise recommended during construction based on actual conditions encountered upon excavation, as the 8 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 variability in subgrade support between high-strength subgrades and adjacent loose soils may result in differential settlement and present a possible hazard for slopeside construction. If required, lean concrete may be used as leveling material to address local variability in the bedrock profile. However, all efforts should be made to level the foundation subgrade prior to using leveling concrete. No foundation elements or leveling mixtures shall be placed on sloping rock surfaces, or on loose or fractured rock. If local areas require additional excavation at foundation locations to remove degraded/fractured rock, we recommend backfilling with approved structural fill as described below. Assuming these site preparations and subgrade conditions, we recommend a general allowable bearing capacity of up to 3,000 psf(pounds per square foot) may be used for design of foundations to be placed directly on dense glacial soils or bedrock, or for foundations placed over compacted structural backfill over benched suitable subgrade. If building design requires a greater bearing capacity for certain elements, MTC recommends a visual inspection of bedrock conditions once exposed during construction to verify suitability to increase bearing capacity. Conversely, it may be preferred to use a lesser bearing capacity where possible to reduce the regularity and diligence of subgrade verifications required. Perimeter foundation elements may be anchored using rock nails, epoxied dowels, or similar fastening components placed into competent bedrock where the structure is required to counteract lateral or uplift forces and adequate burial or backfill of foundation elements for lateral stability is not feasible. Anchoring, if required, should be considered by the building designer, who may recommend alternative methods be employed. MTC can be contacted to consult on foundation placement options and review or provide additional recommendations for proposed construction specifications including anchoring. The need for anchoring can also be evaluated during construction once final foundation grades are known and conditions are open for full observation. For structural backfills of retaining walls and where fill is planned to be placed such as for garage or basement interior slab-on-grade floor construction, we recommend benching after removing unsuitably organic and loose cover soils down to suitably firm subgrade and backfilling in horizontal lifts with compacted structural fill. Fill activities should be restricted to within the constrained development footprint, and as backfill directly against exterior foundations to restore adjacent grade. Fills should not be placed at unrestrained areas near the critical area slope except as needed to backfill the ancillary area to match adjacent native grade. Structural fills should be installed in 8- to 10-inch maximum loose lifts and compacted to a dense and unyielding condition to at minimum 95%of optimum dry density based on results of modified laboratory proctor per ASTM D1557. Lesser lifts should be used as needed to achieve compaction with small walk-behind equipment. For general use, we recommend imported structural fill conform to"Gravel Borrow"per WSDOT Standard Specification 9-03.14(1). 9 Consulting,Inc.Materials Testing& 4220 Osprey Lane CAO,Anacortes,WA February 27,2019 19B058 MTC recommends that we be contacted to review final building plans and specifications once available, to ensure they are consistent with the intent of the recommendations provided herein. MTC may be contacted to consult on foundation placement options and review or provide additional recommendations for proposed construction specifications. In addition, MTC recommends that we be retained for construction phase testing, observation, and engineering consultation services. Such services may include but are not limited to earthwork support consulting, subgrade verification, compaction testing of structural fills, laboratory materials analysis, and special inspections if required. If conditions differ from those interpreted herein, MTC recommends that we be contacted to provide supplemental recommendations for site and foundation construction. We recommend that a qualified MTC soils engineering representative be present during foundation preparations, to observe and verify subgrade suitability and to confirm adherence to recommended site preparations. Vegetation and Erosion Control Enhancement Implementing sturdy erosion control measures and practices during site preparations is necessary to limit the effects of construction on the bordering slope areas, and protect the existing downslope road and roadside stormwater conveyance. Standard recommendations for construction-phase erosion control are presented below. In addition, the downslope and sideslope clearing limit barriers must be adequately established and reinforced where needed to prevent soil and rock fall from occurring down the slope during major site excavation. Reinforcements to standard silt fencing for rock protection may include rebar or sturdy wood framing/staking, or temporary sheet wood placement near active excavations. It is the responsibility of the contractor to ensure suitable protective measures are in place as needed throughout the project. Stockpiling of excavated tailings is also prohibited near the slope face. Tailings should be removed directly from the uphill side of the project site and only stored in small amounts for reuse or transport at the lowest gradient area available. Finally, disturbance of ground and existing vegetation outside of the planned building footprint should be avoided on the slope face. Marginal slope areas disturbed during construction should be revegetated at the end of construction with appropriate plantings to limit future erosion. The extent of final alteration to existing site vegetation outside of the building area, if any, is not known. We recommend a goal of low impact or vegetative enhancement to these areas is applied. Following construction and for long-term site care, maintaining existing vegetation and installing additional beneficial ground plantings as needed on the slope areas bordering the new construction is encouraged assuming installation is done in a manner that minimizes slope face disturbance and erosional hazard in the long term. Adding brushy vegetation will increase the erosional and hydrologic resistance of the slope and assist in retaining loose cover soils. General recommendations for erosion control are provided in the next section below, including typical beneficial native plantings well suited for sloping topography io 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 and root structure development. However, major landscaping alterations should not be undertaken without the involvement of a qualified professional. In general, MTC recommends avoiding altering the sloping grades outside of the building area in the vicinity of the slope by terracing or similar landscaping unless adequately designed as part of a comprehensive improvement which also takes into account surface stability and retainment of loose cover soils. In the event that significant surface alterations are proposed for the outer site exterior areas, MTC should be contacted to review and consult on the geotechnical feasibility and implementation of landscape improvement plans in consideration of critical area development. Drainage Controls Comprehensive and permanent drainage controls are required due to the close association of the home footprint to a critical area slope, and the potential for increased surface erosion and shallow instability of loose cover deposits to occur on the slope face without suitable controls in place. Due to the predominantly shallow or surficial bedrock conditions as well as the sloping nature of the site, on-site infiltration or dispersion of stormwater is considered widely infeasible and is not recommended as increased runoff or localized stormwater inundation on the critical area slope will be detrimental to long- term erosional stability of the loose cover soils. Stormwater from roof downspouts, footing/wall drains, and surface drains as present should be collected and routed to an approved off-site disposal location or preferably an existing stormwater utility, such as connecting with existing City of Anacortes stormwater controls if available. Plans provided at the time of report production indicate that roof, foundation, and driveway stormwater sources will be tied into the existing strowmwater system which satisfies the aforementioned recommendations. As we understand, the existing system extends westward near the south property boundary from the upland part of the site and connects downhill to the City of Anacortes stormwater system to the west at Anaco Beach Place. Roof, footing/wall and surface drains as applicable should be tightlined separately from their collection point to an approved outlet, or should be gathered in an appropriately sized catch basin structure and routed collectively (both as depicted on current plans). If storm drains are incorporated for impervious flatworks (driveways, patios, etc.), collected waters shall also be disposed according to the above recommendations. All drainage tightlines shall be composed of appropriately sturdy material (such as rigid PVC), sized adequately according to anticipated volume, and anchored or buried sufficiently for protection. MTC recommends all above-grade slope tightlines be inspected by the property owner periodically to look for signs of damage or displacement that could result in leakage or catastrophic failure and subsequent slope erosion or failure and be re-anchored or replaced if required. 11 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 These recommendations are given from a geotechnical standpoint. In the event that the above conflicts with local jurisdiction guidelines and regulations, MTC recommends that we be contacted for additional consultation to determine a most suitable course of action. Standard Erosion Protection Erosion is one of the most common driving forces leading to slope instability. In addition to the above commentary, the following general recommendations should be implemented in general to reduce long- term erosion potential at the project site: 1. The ground surface adjacent to the house should be sloped to drain away at a 5% minimum to prevent ponding of water adjacent to the house. Footing drains and surface gradients should be incorporated as needed for the building and site design to help maintain a dry building area. 2. Minimize the volume and velocity of water that travels toward and down the slope face (via proper choice of site development features including stormwater controls discussed herein). 3. Avoid further accelerating slope erosion and mass wasting due to human activity such as: a) Adding side-cast debris to the slopes during or after construction b) Using heavy construction equipment on or near steep slopes c) Excavating on or near adjacent slope face outside of approved locations d) Placing additional tailings or soils near the slope crest or on the face 4. Construction equipment, construction materials, and native and imported soils should not be placed behind the erosion control devices. Suitable temporary erosion and sediment control measures should be implemented and maintained as needed at the construction site during and immediately after any ground disturbance occurs. Temporary areas bare of vegetation should be protected from erosion via a blanket of straw or rolled erosion control product (RECP) during prolonged breaks in site work and prior to reseeding or revegetation. 5. At the end of the project, all disturbed vegetation should be repaired and maintained until it is established. Concentrated surface water should not be allowed to traverse the slope during or after the construction phase of the project. Recommendations for long-term site drainage controls should be followed as discussed above. Footing drains should be routed into closed pipes and tightlined to the base of the slope to outlet in a drain course or ditch, tightlined to a pre-existing catch basin for disposal, or as directed by local regulations. Outlets for these pipes should be protected from erosion through the use of rip-rap or some other energy dissipating device. 6. Clearing of existing vegetation outside the proposed building area near to and on the slope should be avoided except as approved by a qualified professional. This provides additional stability to loose top soils and minimizes the effects of down-slope water movement. This is excepting removal of dead or dying trees if posing a direct hazard to site installations or adjacent roadways. 7. Grading or excavation of soils during construction should be accompanied by grass reseeding and re-vegetation as the project is completed. According to "Vegetation Management: A Guide for Puget Sound Bluff Property Owners" (Manashe, 1993) the following types of vegetation provide good to excellent erosion control: 12 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 t Common Name Botanical Name Deciduous/Evergreen Mature Height(f) Vine Maple Acer cricinatum Deciduous 10+ Oceanspray Holodiscus discolor Deciduous 10+ Willow Salix spp. Deciduous 10+ Snowberry Symphoricarpos albus Deciduous 3+ Rose Rose spp. Deciduous 2-10 Salmonberry Rubus spectabilis Deciduous To 12 Salal Gaultheria shallon Evergreen To 4 Oregon grape Mahonia spp. Evergreen To 6 Red huckleberry Vaccinium parvifolium Deciduous To 12 Evergreen Vaccinium ovatum Evergreen To 8 Serviceberry Amelanchier alnifolia Deciduous 12+ Bigleaf maple Acer macrophyllum Deciduous 60 Pacific madrone Arbutus menziesii Evergreen 70 Douglas-fir Pseudotsuga menziesii Evergreen 200+ Closing Remarks: The project location is within an area considered to be a potentially geologically hazardous slope zone. Upon acceptance and use of this report, and its interpretations and recommendations, the owner shall agree to indemnify and hold harmless MTC, including its owners and employees, from any adverse effects resulting from development and residence in a critical area. Ultimately it is the owner's choice to develop and live in a geologically hazardous area, and therefore the future consequences,both anticipated and unknown, are solely the responsibility of the owner. The discussions and interpretations presented herein are not intended to provide a warranty or guarantee of future site conditions. By using this report for the development of the subject property,the owner must accept and understand that it is not possible to fully anticipate all inherent risks of development within a geologically hazardous critical area. The recommendations provided above are intended to reduce, but not eliminate, such risks as is practically feasible from the point of view of geotechnical engineering. 13 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 Mr. Johnson, we trust this report presents the information you require. If you have questions, please do not hesitate to call. Respectfully Submitted; 1111.41, oo1Washlr-ar l ' l l oe 2856 dr di, 4ed Geo`o 2-27-2019 — John R. Gillaspy ��-�T John R. Gillaspy, L.E.G. Kevin Quillan, G.I.T. NW Region Geotechnical Division Manager Project Geologist Attached: Limitations and Use of this Report Appendix Al. Location and Site Maps Appendix A2. Site Plan &Survey Appendix A3. Topographic Profile Appendix B. Site Photos 14 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard;they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Richard Johnson, the client, and her design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report,MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mr. Johnson, the client, or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Mr. Johnson, the client, agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 15 4220 Osprey Lane CAO, Anacortes, WA Materials Testing & Consulting, Inc. February 27, 2019 19B058 Appendix Al . Location and Site Maps .„ i A N Regional Vicinity )va 1 Anacortes C J_ 4 5o) (.20) 1 tv.1.1;� 'Won ParI, , d l k 1' . j, i L•i_I� _ 1� I� - ,Svaivnish G:,I. ',I!:,n lsId[j. 4 r),3 II i4 Site Vicinity , c r V,. Tugboat 6cach® ,` h ';e : evi .4 , , _ iibt w fJ e fs Na tp.,t,0 OraV^o i r ,. �R r s o 3'' di I s Project Location JAil , ,r HFn,. A:,tn F � t 'i 11. # i " Maps Source: Google Imagery 2010 Materials Testing & Consulting, Inc. Regional and Site Vicinity -1"JGURIE 777 Chrysler Drive Critical Area Assessment 98233 4220 Osprey Lane Burlington, WAAnacortes, WA 16 V � O 1 rI . • it: ,▪ Fd t•- Y I! Lr ' •� '+11 ' r w '+il ,�,�•' �' -. - _ I� - _ w _ '_` _- - e + f A. ^r V • a: ! ' ! -', yr jl ems! r ;" - 7i'I `. _ _ �.' `�,r will '..1: . af.- I . 1. :nit , I�t: - B ,It '"A - - _ - - - _.+.�. - ._ "' r�'� rad C1) Tie b� r o} yy it o 'u �},�f��j�,�[�1 .. 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F F.\Is '�"� 11 N + j t 'n COO VI Coit� I! !I r' w I 7 'i p4 _.F_�r �• • .• L •ayl • oF�( ,>l � Y, 1 M-{sl j ' •glrl'11c,4 ' - s•1 yo r n ^� •,-? o OOjeere " iIVI. 1 — l'r' ±q,.r '- ti �1, It i iet _ t1 •i,cp •� 9l it 1� { tI 1 • _ ..r . �I N ' ......4 �+ •L/ `� O �o� F—J tell E 4220 Osprey Lane CAO, Anacortes, WA Materials Testing & Consulting, Inc. February 27, 2019 19B058 • Appendix A2 . Site & Survey Map . %,„, •` 1 ... r- 8 1V1 41 . ..., - L it t �, 1,-,-- l ` R * '�, Proposed Setback .,` p (-30 feet or more) ,, ,�4`. PROPOSED CrIltacall Area 1 I' .�, •• I I II 1 r �r .- 1 i v`;� •�' v �.'-i .fit f- • } / t C �.' - I j �T vim\ • • - E -EL - - E - E li A i - - - r / r FL1 r T 1 I 11-MU E F Al.- I �c 1 - `�+.�,�' .'..I`, FL'117'' t ALL -E7 } .- 'E F F Ti 1 VT E T '.,,+.TE f A. ► ~`• FT ELE•—Tl' '' ' ', ! 1I,.N7U,E C H -IPT C `.+ �� -t` ��, �a ~"+ �`.-...�"�, �� ���•.,' ``. +` .p747 ' S 1 r I i' � 1 ` / `. 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Ka, t 6•q • (� }� �j T i,� V "'> t1 1.• T f r SAr�s�,1 F•-E 7E i• taw +u _. r. -. 1 1L i �1L1 1 l) Ij + • E I Ti rr P=1:E��1 a,ra I ti� .`r i f� (4 I . I, (�I III11 II T....mi BE. 1E r 7 swx:p::t._r. y'4 rI ,.• -ir I. I L �, 1 inch 35 feet I,.:.*.. .\. _ . .,'.:/ -,/.::: 'T.,,rrr s r TE �F• E , Sl l'°i, , IJ - "";` FETE Base Map- Site Marl 10/10/2018 .cPkDA' f - " ir aVrrci:c * By: Schemmer Consulting Group TYLLC Overlay by 1V1TIC: Kevin Quillan -- .7.11---*"11'.. t-..41‘ — ' '''•• Not to Scale — Shown is Approximate Materials '_`esting & Consulting, Inc. Site Flan o Prroposed De vellopznent 7_CURE 777 Chrysler Drive Critical Area Assessment 3 turlington, WA 98233 4220 Osprey T ,ane b Anacortes, WA 18 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. February 27,2019 19B058 Appendix A3. Topographic Profile Profile of Project Site - Facing North Variable Surface Conditions Trees, Bushes, Bedrock Exposure Bedrock Outcrops ��- 25',0° I 90' 12° Access 75',6.1° i Road 18 60 11° 7.8° 4 E Anaco Beach . 3 28' 58° Place Denotes AVERAGE slope height and grade(from survey data) 0 40 tm SCALE(FEET) 1 inch-40 feet Materials Testing & Consulting,Inc. Topographic Profile of Study Area FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4220 Osprey Lane Anacortes, WA 19 • pp �[ � li ll ea VI a • �'1 fa M -._�--• -1'�► ter. ry. ri , . .. . _ _ :_yi �1 74 5.4 loch . ti r� ailc 1 ,� urn - ' - -, a•� \ .�. . • i1 ' ' + /11, r r p}_?•t�� "N _ ' , v � - ,l \lam .� ^ _ _ _ _ e ..: Mk Milt CA ..1 a Ot Mile* J lCA • r. 1 N •s L • - , ' 1.,;-,i.. .., :._ ,ti r « / 4 f74r . A ,oed,Tit ~i x; . - - ' cesa ' a _ • >�r -11 ii ,7 w. I Cn ...::.1 ..... --: F I. Ct mal • Cite 11.0 . 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Ln1'f , _ q s ••-r • - - -- • • G ► .• r.lr f.• y v vi•• . • O V O w'•f ! • r r•- f- •r - . ...v ' a"•,•i•r/_... _T • • ,\_ � �' •. - • (� i i' I. r1 ,a, y •aIr^ A 1 i . • 'T ..- -, . e. :. } +• l\J • • -_.� . i \ • .r'\v y 11 , ` :' • ,. , • ir . jo " } 4,;r� wr 1 {, .> . ♦ • ..J _. . 1 t _ • •' .0 lip t /� � '' � �'' I Y• r . _r• v • �.� rr��• M1 .w ( _ 4a. '� . t � �. ` t /•� s N .L•I M i �' 1 ani }. (� l a • f j ' +Y / +/`r 11,•.14 1� AO •� ,P n, 1 it la r . t ;� gi �rJ� ' alp r t , APPENDIX 3 — Model Soil Management Plan for BMP T5.13 Version Date: February 20, 2019 i i O y..eo. 5‘J3 c •nc.t. . -FL4,14,ve. Tee` m ' 1L5 cam. la \`0 PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" page # of pages Complete all information on page 1; only site address and permit number on additional pages. Site Address / Lot No.:4220 Osprey Lane, Anacortes WA 98221 Permit Type: Residential Building Permit Permit Number: Permit Holder: Richard Johnson Phone: Mailing Address: 2824 W. Lake Sammamish Parkway SE, Bellevue, WA 98008 Contact Person: James T. Schemmer Phone: 360.708.4386 Plan Prepared By: Schemmer Consulting Group PLLC ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) X_ Site Plan showing, to scale: x Areas of undisturbed native vegetation (no amendment required) x New planting beds and turf areas (amendment required) x 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 12. inches of compost or imported topsoil applied AMENDMENT METHOD: X 3.1 (conversion factor, inches to cubic yards) PRODUCT: S 1444 kfr(Il) X Topsoil import 37,Z= cu. yards per 1,000 sq. ft. Z( Amend with compost X 2 ,000s sq.ft. in this area Stockpile and amend 745-- = cubic yards of amendment --> —p - > —> —+ QUANTITY: 15 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 -- -* -* —4 -f QUANTITY: CU. YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) = cubic yards of mulch —p —> —+ --> — —4 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) Cl Product #2: ❑ Quantity: cu. yds. Cl 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: February 20, 2019 Note: Document is provided under Minimum -e• .ement5 in this document APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Version Date: February 20, 2019 Note: See attached Western Washington Phase II Stormwater Permit Version Date: February 20, 2019 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. 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; located 2 miles west of site. v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) but not associated because existing man made conveyance carries storm water away from critical area. �q4 9Q COA Storm Water Conveyance System Measuring tools: r_ 1 I Feet Measurement Result Finish Total:324 Feet Marine Line 1:324 Feet Total:324 Feet Water Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. 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 Version Date: February 20, 2019 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. The feature is more than 200 feet from the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. Runoff from the structures and paved areas on site are tight!ined into the City of Anacortes (COA) Storm Conveyance System. On-Site Strom Drain Catch Basins have sediment trapping sumps tip control sediment. Minimal grading and fill will occur within the structure footprint and natural vegetated areas directly above the on site steep slope will be protected throughout construction and enhanced with MA'S 5.13 after construction. Sheet flow over vegetated areas will continue in its natural drainage path. August 1, 2013, Modified January 16, 2015 Determining Sediment Damage Potential Page 1 of 3 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. Corustrnctoon Soho Secflment T rar spore Poten ila0 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 - - 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 (:)," 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 ( OW -GM , GP - GM , GW -GC , GP- GC , SW - SM , SW - SC , SP- SM , SP - SC ) KjO GM , GC , SM , SC soils 20 ML , CL , MH , CH soils 40 ' n site identified and intercepted 1 . F . Surface or Groundwater entering p Yes • 0 ' No 25 G . Depth of cut or height of fill > 10 feet : Yes 25 No ' . . . 0 a) /e• • H . Clearing and grading will occur in the wet season ( October 1 — May 1 ) �=-= --. 5 No 0 ) TOTAL FOUNTS 60 c.., 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) • • . • \ • \• •.1 I oo `J ' \ `, \ • \, ,, BMP C200 / 1 \ I I / / • I `` PROVIDE 2' WIDE X 1 . 5' HIGH DIKE PROPERTY INFO. . • \ /a'/ /' / fl /' 1` ' I \ \ W/ SIDE SLOPE=2H: 1 V OR FLATTER. SITE ADDRESS ANACORTES. e / / % ' ' RUNNING SLOPE=0. 5% MIN. TO 1 % MAX. 4220 °SPREYLANE \ + ' r 1 ,' $ / , \ ANACORTES. WA 98221 c o �' \ \ r• / ,I ,./ / / f / J DIKE MATERIAL: `: ., ' , 1 l I ,' r'L( I In I 1 / \ PARCEL: P124723 .,� r: ' / i, I I 1 t PROVIDE PLASTIC WRAPPED SAND BAGS ASSESSOR'S TAX ACCT.?: 4896-000-001-0000 t' \ I N. OTR: SE, SEC: 27, TWN; J5. RNC: 01 ..- •, t , , r \ I t I f TO DIVERT STORMWATER TO EXISTING : J SITE ,t1''1}\t11 1'r l ' 1 Ii .1 }t 11 \ \ I /�/J ! ' 't / /\ PARCEL SIZE: 0.33 ACRE (14.312 SF.) .: ' 1 1 / i, , , \ r s i ; 1 I / J \ SDCB W/ INLET PROTECTION. • I✓ !f t1 , +, , 1 , / , �, \• } , , ,, Imo• , , , 1 / ,' \ CHECK SUMP PERIODICALLY AND RICHARDni..°,aiNSON , \ , t\ \ r' / 1 , '\• •, +• '• • I I ,�� R / ,r / i / f / • , 2824 W LAXE SAMMAMISN PARKWAY SC 1 + , \ , \ 1 • \ , 6 / / , \ CLEAN OUT SEDIMENT AS REQUIRED eELLEwE WA 9eooa ' , 1 ', t ; \\ �'`\ \ I I J l' , 'o ,g ,' / ,' / DURING CONSTRUCTION. R t ` ` '1 ', 'I l ; \ \'a \ \ \ J i / / RE-VEGETATE AFTER CONSTRUCTION . r i I t C. I , , , 1 \ 1 \ .1\ , , \ `, \I J J I `Y / / �' / r r r / BURROWS !� ', '% • ', I +. •. • \ s \ \1/4 , , O ) I I I , 1 / \ / ,1 1 / ' r' ' i":" ' / BAY t , , t �'' I 1 SQ. FT. INFO. fi I `,. \ �'• Ir , ` In , ; I I \ . \1l I i , f , / rr / \ VICINITY MAP N tel v v UV '+15\\IOW W I I' '•• .,\••:\, , \\ 1` r i1 it i I + ' r f , 1 I - I Ns \ t " i r / r i r`' . ' ,' , • I \, , \ '\ ( I I T j + %, [ / / , , / MAIN LEVEL CONDITIONED SPACE 1354 S.F. .. t 1 , 1 , , \ , 1 1 • l / r , r / LOWCR LEVEL CONDITIONED 1354 S.F. \ t 1 \ •, , ` I J 1 „ 1 ' i r I i i \` i i \\ J 1 III , \ J i r r , / i i r! : \ ` gg SS S S q l , t\ ', \ ,, , \ , \ , 1 r I ' / r1 1 + ' J 1 ?V ,1 ( • / / / . , \ I G, Gi GJ G/ GJ S t • 1 \ \ `, \ \ \ i ! , ' t ' ' / , -' r' ' i 1 , , \ TOTAL CONDITIONED 2708 S.F. 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II" 'y 4 et i\';\ .\�\ „\ � ,` \ . , , , , , t, 1 b I/// / ;` 2166 SF MAIN FLOOR 1 1 \, , \ , , , , ' d � I \\ \ \`\`;\\ \`,`" `'\;t,� 1•\ \ •• •l ///�//� , % FF ELEVATION 94.77 I / '; ,, \\ '1 , ' "�' z 1r'�; ♦ !, � /'� , p i 1 \ . \ \\` \ \\ ' `it�'+ ,tt + + t 1, _ _ / 1 / , I �, 1.4,i ,1� I / 11 Q j v r1 \ t \\ 1 r �r II r t / 1 Ir + • 4•..t J t dia, ®�S� �� 41 / �1lt rip gr: �t. \ � \ ' / / \ �,s„.�t `,, v" +r •` �� , Pal Ix _ \ \ I ' BMP C151 / ♦v r it es fl "1 /p •y .i r4t4 ►'� } Y �E\r' : 1Pal Ixo \,;� \'\\\,,``0. •,.\\'�\`� ,\\ � \\`\ I I ~`'`!,.0„. rr ,.''• i J1 , / .. < 1 7N /, r+ '.e. i 14,a? J . !IS°• r t >K\ �le '' n, CI , : �� ` �� V V W r 111 ,\ \\ \ ' \ ,\ \ \\ ,\, `� \ , , I } Z^•. 1 1' ' , �' , d;' ! >l 11 1 - .4`J 6. a 4. , C/3ason;. 7.I • \ , \' \ \ \` 1 • t Lj ` (/ 1fi 1 it ¢ ` 4V ~ I 1 \ , 1111 , 1\ \ \ ,'i ' \`\ ` \\ i . I I • / r • r y � 1I % .411fj ® a, k• L -� it� +LW • I , // I , , \ ,` \ ` \ I \ \ ♦ ^� ` / `%`. El Y1 dIIyY. '' " ' .14 •117I�� ?� \ f fili - / , „ , , 1 ii 1 1 , I -. 11 �`11'i. � 4 \ - , 1 I 1 1 I L ; , 1 ' W ' I I ,\ 1 1 , ...1 - . • '`. BMP C1 •20 tr \ '� ♦ 1 •,�1 b l I.44 , , , ., / 1 1\ 1111111I01111tT N. • ,` �I� � �.,,� , , .. , _ a ., , BMP C105 '� � m• h T . ' i6 �. �. / 1 1 1 1 1 1 ' , 1 1 + 1 1 1 I 1 1 1 1 1 1 ' `�\ ', ;.> `. \ \ `` 0. --` � - I, Lv'•• n..,l:w.w. ' ^!. 3'7 `'tw - ff \ `` t 1 , I + 1 ' ' t , I I ' ' , t I\I , , ' . B, . \ \ . ` i S !w '.- . . r_ I �'' 7 ��'"' ►• , t `` / •\ , t t 1 , I I , I , , , t'a - 16 _ _ - -- •-=f' _ --1- .• 3,�t l ,,.�i e/r4 k , > '• .>/ I t / , ,• 1 1 1 l ,011 • I I rr, , ,^,I{) y a..._ _ , yrs. =, � _ - _ ` t r7y /fJ/j�y // �,. b I I , 1 1101 , 10 1 , IN, , 1 IQ t 1 , 1J ` ♦ J % \. I 4 . .[QY , it OYY CC . I I I L �`.. / \iII ;In'itlt 1 ; ; t ' ; ttl \ `i t S 1 .1. `'• ' •� . 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I 1 I \ 1 T , , t +t ` r , L I , \ \ t 1, \ — , ' STANDARD- FRAttE-d 'CRATE —a — J — — 1 ' ' + -; JI I ' ' , ' ` \ , t \ ', \ \ 'I''Il t I t t t 1 t t \ RIM ELV: 91.035 1 t \ ', Tom`. , r / / I I • / . 1 , , 1 , t \ 1 \ , , , t RAISE RIM TO 93.54 ` \ ' / , I I ` U i i + , `\ I t \, 1 t i '\ 't \ \ ELV: 75.931 ' I , I EXISTING SOCK / ! 1 F-; I I \ -!:' I l I , t , t , \ t y 1 } I ♦ / t EXISTING S STUB OUT , , , 1 �� I 1 , 1 , 7 I r 12"0 PVCINV IN: I I I Z .' / ' i t \ ' t , + III , I ' 1 1 ' 1 " \ , \ \ '1 ', i I (` J I STANDARD FRAME 8 CRATE r I , (a,,, 1 \ \ CL -t1 ,' / , / 1 t 1 'r 1 •, r I r J I I � I r i + � / \ , \ , , 5 r + , BMP 1i207 , 12'OPVCINV OUT: J , : RI11 ELV: 98.075 I `` �`�. i : ± \ \ W / , / I , 1 1 • t l f l , I r • \ \ \ , , 1 t \ , + J 1 , J J 1 1 / i ./ i I + I i i 1 i r I� 1 i I ,I \ X\ ` \ \ \ i 1 i /' EXISTING SDCB I i , RAISE RI11 TO 99.815 i `T. BMP C200 _ •--I / i i' i i 1 1 i i 1 j r r J i 0 / 1 \\ `\ 1 BMP C220 1• \ tt t r' j 11 STANDARD FRAME do GRATE J i i 12"OPVCINY OUT: i `` I W N L1J � PROVIDE 2 WIDE X 1 .5' HIGH DIKE / / , ; /1 / i / i I i i 1 ! I l III , i t ,\ t\ , \•` \\` \ \\ \ \• \ , \\ r 1 J RIM ELV: 90.283 I 1 r , f I U / I 1 / / / ' + ' 1 1 EXISTING SDCB ` \ \ 1 ', `t \ 1 i ; ! ; 12"O PVC INV 1N: 1 r , ` W/ SIDE SLOPE=2H: 1 V OR FLATTER. Lv / 1 ' I // / / / '/ /, 1 , i ; \ \ \ `• ' \\ i , 1 N cc i I r i 12'O PVC INV OUT: I r I r BMP C220 Z Z / , / / / ; . ; r �/ % ' STANDARD/FRAMERI V: 74874 \` \ ` t!. ' 11 + t, \\ I I EXISTING soce 1 f , , RUNNING SLOPE=0.5% MIN. TO 1 % MAX. CD 0- \ I t / / , / , \ ,, • \ `\ r t , \ , I I , I , , , 1 ; DIKE MATERIAL: CD/ / ; + / r / i / 1 , ` / 12'OPVC1UV IN: t , •\ \ •, .� ; \\ 1 +\ ,` •, J STANDARD FRAME do GRATE , PROVIDE PLASTIC WRAPPED SAND BAGS J < \ / , , , /I r , , / , ,• , 12'0PVCINVOUT: , f ' t 1 \ t • \ r RIM ELV: 91.097' , r J I- -- _, I r �/ , 71, •\ \ \ • ' ' • 1 I • I r I 12.0PVCINV IN: I r I 1 TO DIVERT STORMWATER TO EXISTING Z I— \ \ , I , 1 12'0 PVC INV OUT: I I ' I •• y. i!• = Z / / 1 ' % i { I . i; \ L t 1 1 J SDCB WI INLET PROTECTION. f C1- w♦ / r' , ; 1 1 - r 1 r t f I I CHECK UMP .,f //\ 1r' ,r' / ,i / / l i i 1 I t i ti I j i ' J I i i J t t \ {1�: �" b + yin C� IM CL LLB O \ - / r 1 ! r \ CLEAN OUT SEDIMENT AS REQUIRED 1 •"'� r _' \ r1 /- / / ' 'o I , !,/ i 1 ; \ DURING CONSTRUCTION. 1 �• 3�isfa � '��,� . a_ Urt'\ !• ♦ / O I i/r , , I RE-VEGETATE AFTER CONSTRUCTIO `1 TP ' ,4,, i v'd,..tset c' IN ec 0 U ~ illic_ . , \ \ 1 .III ,l / ! (� /� •; ,r� i ', iii !; ; ; ; \ \ 4 1414t, ,,' UNyZY ` �1 // , / I— .. . / r I I 1 I '1 p I~ '\ t ,� Et V Q V / _ 7 . — t ' 1 r , 1 t l I it ��:.•r 1t�4 SCALE 1"=�- — —\ \ \ ^. ♦ , .\ � �, i 1 I ; 1 II � � l�ft7rti,� �� 7i � • •`. \ ` +' 1 / ' 1 t- rll 11 I 1 lei I I ^ '••'-1`, 4Nc `> S ? �9 -,.\ `�.f J "i06 NO.: 18-012 0 5 10 t r7 I I 1 1 \ - {.. ` .ti >"1T.� j?��: "�` SHEET \ N� 1 t • p w_. n \�\ `I /. 1 J 1 I I I ` Iti.'�'4 �t bL �, ``'• f --}}, r 1 r 1 1 1 51 ` ' fxtir � " •� + 1 CAD FILE: CAD#I8-012 PLOT DATE: 07/15/2019 t 1 , , + ' �} 1 OF 3 • , -wr CC] (r ,c �!f C mi ^ �- 1 i\. \S u OD = 1,-u - Uu �RPL u _ EC P� ?�V.� CD _.11 : qS111.1PPPI .. . r,,r n ' t , ,, ..i1,;•,A,... .:. • -,-OD©-7- am-K.-.-Fil\-s.U. .11-07. 7-S . ... • THIS STORMiWATER POLLUTION PREVENTION PLAN IS PROVIDED IN GENERAL ACCORDANCE SUGGESTEDBLAPx- ' WITH THE TERMS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM(NPDES) 8,WHERE FEASIBLE,DESIGN OUTLET STRUCTURES THAT WITHDRAW IMPOUNDED BMP C220:STORM DRAIN INLET.PROTECTION.: SUGGESTED BMPs: PERMIT FOR CONSTRUCTION ACTIVITIES.THE CONTRACTOR IS ADVISED THAT THE PROJECT STORMWATER FROM THE SURFACE TO AVOID DISCHARGING SEDIMENT THAT IS STILL BMP C203:WATER BARS AREA MAY DRAIN TO WETLANDS AND/OR STATE WATERS AND THAT THE CONTRACTOR IS SUSPENDED LOWER IN THE WATER COLUMN. BLIP C238:VEGETATIVE FILTRATION RESPONSIBLE TO PROTECT THE RECEIVING WATERS FROM DELETERIOUS EFFECTS OF ELEMENT N8: STABILIZE CHANNELS AND OUTLETS ' CONSTRUCTION. SUGGESTED BMP:: • BMP C231:BRUSH BARRIER 1-DESIGN,CONSTRUCT,AND STABILIZE AU_ON-SITE CONVEYANCE CHANNELS TOPR`VB,Il• ELEMENT W11:•MAINTAIN BMPs THE CONTRACTOR IS REQUIRED TO HAVE A COPY OF THE SWPP PLAN ONSITE AT ALL TIMES. BMP C232:GRAVEL FILTER BERM EROSION FROM THEFOLLDWING EXPECTED PEAK FLOWS BPAP C233:SILT FENCE 1.MAINTAIN AND REPAIR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT'•• - THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING THE EROSION AND SEDIMENT BMP C234:VEGETATED STRIP • CHANNELS MUST HANDLE TFIE PEAK VOLUMETRIC FLOW RATECALCULATED USING A 10'.' CONTROL BMPcASNEEAED TO ASSURECONTINUEO PERFORMANCEOF..THEIR INTENDED.'• • CONTROL BMPs SHOWN OR DESCRIBED IN THE CONTRACT DOCUMENTS. BMP C235:WATTLES MINU ETIME STEP FROM A TYPE1A,10-YEAR,24-HOUR FREQUENCY STORM FOR:THE: FUNCTION IN ACCORDANCE WITH BMP SPECIFICATIONS_ BMP C240:SEDIMENT TRAP DEVELOPED CONDIT ON.ALTERNATIVELY,THE 10-YEAR,1-HOUR FLOW RATE INDICATED THE FOLLOWING DESCRIBES HOW THE CONSTRUCTION SWPP PLAN MAY ADDRESS EACH OF BMP C241:SEDIMENT POND BY AN APPROVED CONTINUOUS RUNOFF MODEL,INCREASED BY A FACTOR OFT.B,MAY . 2 Eli EROSION AND SEDIMENT CONTROL BMPsWITHIN 30 DAYS AFL L THE 13 REQUIRED ELEMENTS,REFER TO THE PROJECT CONSTRUCTION PLANS FOR A VICINITY BE USED.THE HYDROLOGIC ANALYSIS MUST USETHE.EXISTiNG LAND COVER CONDITION ACHIEVING'FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPs ARE NO LONGER•'.' ' MAP,SWPP SITE PLAN,CONVEYANCE SYSTEMS,EROSION AND SEDIMENT CONTROL ELEMENT tf5: STABILIZE S01LS FOR PREDICTING FLOW RATES FROM TRIBUTARY AREAS OUTSIDETHE PROJECT UNITS. NEEDED: MEASURES,AND EROSION AND SEDIMENT CONTROL DETAILS.THE BMPs SHOWN ON THE SWPP FOR TRIBUTARY AREAS ON THE PROJECT SiTE,THE ANALYSIS MUST USE THE SITE PLAN ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS THE TEMPORARY OR PERMANENT PROJECT LAND COVER CONDITION,WHICHEVER WILL SUGGESTED BMPs: 1,STABILIZE EXPOSED AND UNWORKED SOILS BY APPLICATION OF EFFECTIVE BMPs THAT Z z N n SWPP PLAN SHALL BE MODIFIED BY THE CONTRACTOR USING THE FOLLOWING SUGGESTED PRODUCE THE HIGHEST FLOW RATES.LF USiNG•THEV/ESTERN WASHINGTON. BMP C150:MATEFHATS ON HAND. PREVENT EROSION.APPLICABLE BMPc INCLUDE,BUT ARE NOT LIMITED TO:TEMPORARY AND (WWHLO)• REDICT FLOWS,BARESOILAREAS SHOULD BE BMP:Q160:CERTIFIED EROSION AND SEDIMENT•CONTROLLEAD•;- 00000 0 BONS AS REQUIRED TO PREVENT E ACTUAL SITE SURFACE ENCOUNTERED DURING HYDROLOGYMOOEL PERMANENT SEEDING,SODDING,MULCHING,PLASTIC COVERING,EROSION CONTROL FABRICS in- N <n :CA Fri CONSTRUCTION AND TO PREVENT VIOLATION OF SURFACE WATER QUALITY,GROUND WATER MODELED AS'lANDSCAPEIT AREA OUAUTY,OR SEDIMENT MANAGEMENT STANDARDS.THE CONTRACTOR SHALL MAINTAIN AND MATTING,SOIL APPLICATION OF POLYACRYLAIAIDE(PAh1),THE EARLY APPLICATION OF w GRAVEL BASE ON AREAS TO BE PAVED,AND DUST CONTROL THESE BMPs UNTIL ALL CONSTRUCTION IS APPROVED AND/OR THE SITE HAS BEEN 2-PROVIDE STABILIZATION,INCLUDING ARMORING MATERIAL ADEQUATE TO PREVENT ELEMENT V12: MANAGE THE PROJECT c cr cc cc x PERMANENTLY STABILIZED. 2.CONTROL STORMWATER VOLUMEAND VELOCITY WITHIN THE SITE TO MlNIh112E SOIL EROSION OF OUTLETS,ADJACENT STREAM BANKS,SLOPES AND DOWNSTREAM REACHES AT 3. °- THE Bl.1P's NOTED ON THIS SHEET MAY BE FOUND IN THE WASHINGTON STATE DEPARTMENT EROSION. THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 1.PHASE DEVELOPMENT PROJECTS TO THE MAXIMUM DEGREEPRACTiCABLEANO TAKEINTO C ACCOUNT SEASONAL WORK LIMITATIONS. A- OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN VVASHINGTON VOLUME 11, SUGGESTED BMPs 3. CONTROL STORMWATER DISCHARGES,INCLUDING BOTH PEAK FLOW RATES AND TOTAL m CONSTRUCTION STORMWATER POLLUTiON PREVENTION. BMP C202 CHANNEL UNING 2 INSPECTION AND MONITORING-INSPECT,MAINTAIN AND REPAIR ALL BMPs AS NEEDED TO l.r STORMWATER VOLUME,TO MIE EROSION AT OUTLETS AND TO MINIMIZE DOWNSTREAMW U Ii CHANNEL AND STREAM BANK EROSION. BMP C122:NETS AND BLANKETS ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION,PROJECTS REGULATED a P R n ELEMENT P1: PRESERVE VEGETATION/MARK CLEARING LIMITSBMP C207:CHECK DAMS UNDER THE CONSTRUCTION STORMWATER GENERAL PERMIT MUST CONDUCT SITE 4.SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME PERIODS BLiP C209:OUTLET PROTECTION INSPECTIONS AND MONITORING IN ACCORDANCE WiTH SPECIAL CONDITION S4OFTHE 1. BEFORE BEGINNING LAND DISTURBING ACTIVITIES,INCLUDING CLEARING AND GRADING, SET FORTH BELOW TO PREVENT EROSION: CONSTRUCTION STORMIWATER GENERAL PERMIT. CLEARLY MARK ALL CLEARING LIMITS,SENSITIVE AREAS AND THEIR BUFFERS,AND TREES THAT --' ARE TO BE PRESERVED WITHIN THE CONSTRUCTION AREA. • DURING THE DRY SEASON(MAY 1-SEPT.30): 7 DAYS ELEMENTO9: CONTROL POLLUTANTS. 3.MAINTAINING AN UPDATED CONSTRUCTION SWPPP-MAINTAIN,UPDATE.AND IMPLEMENT F3 8 • PLASTIC,METAL,OR FABRIC FENCE MAY BE USED TO MARK THE CLEARING UMITS. THE SWPPP. B a • DURING THE WET SEASON(OCTOBER 1-APRIL 30):2 DAYS 1. DESIGN,INSTALL,IMPLEMENT AND MAINTAIN EFFECTIVE POLLUTION PREVENTION ' w 2, RETAIN THE DUFF LAYER,NATIVE TOPSOIL,AND NATURAL VEGETATION IN AN UNDISTURBED MEASURESTQ MINIMIZE THE DISCHARGE OF POLLUTANTS'- 4.PROJECTS THAT DISTURB ONE OR MORE ACRES MUST HAVE SiTE INSPECTIONS STATE TO THE MAXIMUM DEGREE PRACTICABLE. 5.STABILIZE SOILS AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF NEEDED CONDUCTED BY A CERTIFIED EROSION AND SEDIMENT CONTROL LEAD(CESCL):PROJECT ca C' BASED ON THE WEATHER FORECAST. 2. HANDLEAND DISPOSE OF ALL POLLUTANTS,INCLUDING WASTE MATERIALS AND SITES DISTURBING LESS THAN ONE ACRE MAY HAVE A CESCL ORA PERSON WITHOUT CESCL L • IF IT IS NOT PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE,THEN STOCKPILE iT DEMOLITION DEBRIS THAT OCCUR ON-SITE iN A MANNER THAT DOES NOT CAUSE CERTIFICATION CONDUCT INSPECTIONS. BY THE INITIATION OF CONSTRUCTION,THE SWPPP p!, ONSTTE,COVER IT TO PREVENT EROSION,AND REPLACE IT IMMEDIATELY WHEN YOU B.STABILIZE S0IL STOCKPILES FROM EROSION,PROTECTED WITH SEDIMENT TRAPPING CONTAMINATION OF STORMWATER, MUST IDENTIFY THE CESCL OR INSPECTOR,WHO MUST BE PRESENT ON-SITE OR ON-CALL AT rod q FINISH DISTURBING THE SITE. MEASURES,AND WHERE POSSIBLE,BE LOCATED AWAY FROM STORM DRAIN INLETS. ALL TIMES. 'Ic ,� WATERWAYS AND DRAINAGE CHANNELS. 3. PROVIDE COVER,CONTAINMENT,AND PROTECTION FROM VANDALISM FOR ALL CHEMICALS, j �I SUGGESTED Bh1Ps: UQUID PRODUCTS,PETROLEUM PRODUCTS,AND OTHER MATERIALS THAT HAVE THE 5.THE CESCL OR INSPECTOR(PROJECTS SITES LESS THAN ONE ACRE)MUST HAVE THE SKILLS !fI rP1' a BMPC101:PRESERVING NATURAL VEGETATION 7.AIINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTIONACTNiTY. POTENTIAL TO POSE A THREAT TO HUMAN HEALTH OR THE ENVIRONMENT.ONSITE FUELING TO ASSESS THE D`L1,1i BMP C102:BUFFER ZONES TANKS MUST INCLUDE SECONDARY CONTAINMENT. SECONDARY CONTAINMENT MEANS • SITE CONDITIONS AND CONSTRUCTION ACTIVITIES THAT COULD IMPACT THE QUALITY OF k 1l BLIP C103:HIGH VISIBILITY PLASTIC OR METAL FENCE 8. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. PLACING TANKS OR CONTAINERS WITHIN AN IMPERVIOUS STRUCTURE CAPABLE OF STORMWATER, II'pppR'jT ,.- < BMPC231:BRUSH BARRIER CONTAINING 110%OF THE VOLUME CONTAINED IN THE LARGEST TAKE WITHIN THE • EFFECTIVENESS OF EROSION AND SEDIMENT CONTROL MEASURES USED TO CONTROL I+T°�+I o BMP C233:SILT FENCE 0. MINIMIZE SOIL COMPACTION AND,UNLESS INFEASIBLE,PRESERVE TOPSOIL CONTAINMENT STRUCTURE, DOUBLE-WALLED TANKS DO NOT REQUIRE ADDITIONAL THE QUALITY OF STORMWATER DISCHARGES, SECONDARY CONTAINMENT. ELEMENT V2: ESTABLISH CONSTRUCTION ACCESS SUGGESTED BMPc/BMPc TO BE USED: 4.CONDUCT MAINTENANCE,FUELING,AND REPAIR OF HEAVY EQUIPMENT AND VEHICLES BMP C120:TEMPORARY AND PERMANENT SEEDING USING SPILL PREVENTION AND CONTROL MEASURES.CLEAN CONTAMINATED SURFACES 8.THE CESCL OR INSPECTOR MUST EXAMINE STORMWATER VISUALLY FOR THE PRESENCE OF 1. LIMIT CONSTRUCTION VEHICLE ACCESS AND EXIT TO ONE ROUTE,IF POSSSIBLE, BLIP C121:MULCHING IMMEDIATELY FOLLOWING ANY SPILL INCIDENT. SUSPENDED SEDIMENT,TURBIDITY,DISCOLORATION,AND OIL SHEEN.THEY MUST EVALUATE • MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS,SUCH AS BMP C122:NETS AND BLANKETS THE EFFECTIVENESS OF BMPs AND DETERMINE IF IT IS NECESSARY TO INSTALL,MAINTAIN,OR ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION APPROVAL BLIP C123:PLASTIC COVERING REPAIR BLIPS TO IMPROVE THE QUAUTY OF STORMWATER DISCHARGES, BMP C124:SODDING 5, DISCHARGE WHEEL WASH OR TIRE BATH WASTEWATER TO A SEPARATE ON-SITE BASED ON THE RESULTS OF INSPECTION,CONSTRUCTION SITE OPERATORS MUST CORRECT 2.STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS,CRUSHED ROCK,OR OTHER BMP C125:TOPSOIUNG/COMPOSTING TREATMENT SYSTEM THAT PREVENTS DISCHARGE TO SURFACE WATER,SUCH AS EQUIVALENT BMPs,TO MINIMIZETRACKiNG OF SEDIMENT ONTO PUBLIC ROADS, BMP C126:POLYACRYLAMIDE FOR SOIL EROSION PROTECTION CLOSED-LOOP RECIRCULATION OR UPLAND APPLICATION,OR TO THE SANITARY SEWER,WiTH THE PROBLEMS IDENTIFIED BY: LOCAL SEWER DISTRICT APPROVAL 'J d 3.LOCATE WHEEL WASH OR TIRE BATHS ON SITE,IF THE STABILIZED CONSTRUCTION BMP C130:SURFACE ROUGHENING • REVIEWING THE SWPPP FOR COMPLIANCE WiTH THE 13 CONSTRUCTION SWPPP _U 8MP C131:GRADIENT TERRACES 8,APPLY FERTILIZERS AND PESTICIDES IN A MANNER AND AT APPLICATION RATES THAT WILL ELEMENTS AND MAKING APPROPRIATE REVISIONS WITHIN 7 DAYS OF THE INSPECTION. ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT ONTO ROADS, BMP C140:DUST CONTROLC q e.• NOT RESULT IN LOSS OF CHEAIICALTO STORMWATER RUNOFF, FOLLOW MANUFACTURERS' 4.IF SEDIMENT IS TRACKED OFF SITE,CLEAN THE AFFECTED ROADWAY THOROUGHLY AT THE LABEL REQUIREMENTS FOR APPLICATION RATES AND PROCEDURES. • IMMEDIATELY BEGINNING THE PROCESS OF FULLY IMPLEMENTING AND MAINTAINING P P <' END OF EACH DAY,OR MORE FREQUENTLY AS NECESSARY(FOR EXAMPLE,DURING WET ELEMENT C46: PROTECT SLOPES APPROPRIATE SOURCE CONTROL AND/OR TREATMENT BMPs AS SOON AS POSSIBLE, -;5 WEATHER).REMOVE SEDIMENT FROM ROADS BY SHOVELING,SWEEPING,OR PICKUP AND 7. USE BMPs TO PREVENT CONTAMINATION OF STORMWATER RUNOFF BY pH MODIFYING ADDRESSING THE PROBLEMS NOT LATER THAN WITHIN 10 DAYS OF THE INSPECTION.IF r 4' 1 A TRANSPORT THE SEDIMENT TO A CONTROLLED SEDIMENT DISPOSAL AREA 1. DESIGN AND CONSTRUCT CUT-AND-FILL SLOPES IN A MANNER TO MINIMIZE EROSION. SOURCES.THE SOURCES FOR THIS CONTAMINATION INCLUDE,BUT ARE NOT UMITED TO: INSTALLATION OF NECESSARY TREATMENT BMPc IS NOT FEASIBLE WITHIN 10 DAYS,THE 'A. 0 u 7 nA4 APPLICABLE PRACTICES INCLUDE,BUT ARE NOT LIMITED TO,REDUCING CONTINUOUS LENGTH BULK CEMENT,CEMENT KILN DUST,FLY ASH,NEW CONCRETE WASHING AND CURING WATERS, CONSTRUCTION SITE OPERATOR MAY REQUEST AN EXTENSION WITHIN THE 10-DAY }.l 5.CONDUCT STREET WASHING ONLY AFTER SEDIMENT IS REMOVED IN ACCORDANCE WITH OF SLOPE WITH TERRACING AND DIVERSIONS,REDUCING SLOPE STEEPNESS,AND WASTE STREAMS GENERATED FROM CONCRETE GRINDING AND SAWING,EXPOSED RESPONSE PERIOD. ' 1 THE ABOVE, ROUGHENING SLOPE SURFACES(FOR EXAMPLE,TRACK WALKING). AGGREGATE PROCESSES,OEWATERING CONCRETE VAULTS.CONCRETE PUMPING AND MIXER i-# WASHOUT WATERS. • DOCUMENTING BLIP IMPLEMENTATION AND MAINTENANCE IN THE SITE LOG BOOK(SITES 8, CONTROL STREET WASH WASTEWATER BY PUMPING BACK ON-SITE,OR OTHERWISE 2. DIVERT OFF-SITE STORMWATER(RUN'ON)OR GROUND WATER AWAY FROM SLOPES AND LARGER THAN 1 ACRE) .2,� c A O:STURBE0 AREAS WITH INTERCEPTOR DIKES,PIPES AND/OR SWALES.OFF-SITE STORMWATER 8.ADJUST THEpH OF STORMWATER IF NECESSARY TO PREVENT VIOLATIONS OF WATER F=1 6-K r a PREVENT IT FROM DISCHARGING INTO SYSTEMS TRIBUTARY TO WATERS OF THE STATE7.THE CESCL OR INSPECTOR MUST INSPECT ALL AREAS DISTURBED BY CONSTRUCTION `-'(,... .'''A.p SHOULD BE MANAGED SEPARATELY FROM STORMWATER GENERATED ON THE SITE QUALITY STANDARDS. [,y c._ ACTIVITIES,ALL BMPs,AND ALL STORMWATER DISCHARGE POINTS AT LEAST ONCE EVERY o ti SUGGESTEDrAPC15: BMPs: CALENDAR WEEK AND WITHIN 24 HOURS OF ANY DISCHARGE FROM THE SITE.(FOR PURPOSES C1 G�• r.:. BMP C105:STABILIZED CONSTRUCTION ENTRANCE/EXIT AT THE TOP OF SLOPES,COLLECT DRAINAGE IN PIPE SLOPE DRAINS OR PROTECTED D,ASSURE THAT COCR WASHOUT OF CONCRETE TRONLY. IS PERFORMED O OFF-SITE CONC OR IN OF THIS CONDITION,INDIVIDUAL DISCHARGE EVENTS THAT LAST MORE THAN ONE DAY DO NOT CHANNELS TO PREVENT EROSION. OESIGNA7E0 CONCRETE WASHOUTARFAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS BP C107;WHEEL WASH ONTO THE GROUND,OR INTO STORM DRAINS,OPEN DITCHES,STREETS,OR STREAMS.DO NOT REQUIRE DAILY INSPECTIONS.FOR EXAMPLE,IF A STORMWATER POND DISCHARGES BLIP C107:CONSTRUCTION ROAD/PARKING AREA STABILIZATION • TEMPORARY PIPE SLOPE DRAINS MUST HANDLE THE PEAK VOLUMETRIC FLOW RATE DUMP EXCESS CONCRETE ON-SITE,EXCEPT IN DESIGNATED CONCRETE WASHOUT AREAS. CONTINUOUSLY OVER THE COURSE OF A WEEK,ONLY ONE INSPECTION IS REQUIRED THAT CALCULATED USING A 10 MINUTE TIME STEP FROM ATYPE 1A,10-YEAR,24-HOUR CONCRETE SPILLAGE OR CONCRETE DISCHARGE TO SURFACE WATERS OF THE STATE IS WEEK)THE CESCL OR INSPECTOR MAY REDUCE THE INSPECTION FREQUENCY FOR FREQUENCY STORM FOR THE DEVELOPED CONDITION.ALTERNATIVELY,THE 10-YEAR, PROHIBITED. TEMPORARY STABIUZED,INACTIVE SITES TO ONCE EVERY CALENDAR MONTH, ELEMENT f,t3: CONTROL FLOW RATES 1-HOUR FLOW RATE PREDICTED BY AN APPROVED CONTINUOUS RUNOFF MODEL, 1. PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES FROM INCREASED BY A FACTOR OF 1.6,MAY BE USED.THE HYDROLOGIC ANALYSIS MUST USE 10. OBTAIN WRITTEN APPROVAL FROM ECOLOGY BEFOREUSING CHEh1ICALTREATMENT SUGGESTED BLIPo: EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO INCREASES IN THE THE EXISTING LAND COVER CONDITION FOR PREDICTING FLOW RATES FROM TRIBUTARY OTHER THAN CO2 OR DRY ICE TO ADJUST pH. BMP C150:MATERIALS ON HAND VELOCLTY AND PEAK VOLUt.1ETRIC FLOW RATE OF STORMWATER RUNOFF FROA1 THE PROJECT AREAS OUTSIDE THE PROJECT LIMITS. FOR TRIBUTARY AREAS ON THE PROJECT SITE, BMP C160:CERTIFIED EROSION AND SEDIMENT CONTROL LEAD SITE. THE ANALYSIS MUST USE THE TEMPORARY OR PERMANENT PROJECT LAND COVER SUGGESTED BMPs: BLIP C162:SCHEDULING 2.WHERE NECESSARY TO COMPLY WITH THE ABOVE,CONSTRUCT STORMWATER RETENTIONCONDITION,WHICHEVER WILL PRODUCE THE HIGHEST FLOW RATES. IF USING THE BMP C151:CONCRETE HANDLING. OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS IN GRADING,ASSURE THAT WESTERN WASHINGTON HYDROLOGY MODEL(4VWHM1)TO PREDICT FLOWS,BARE SOIL BMP C152:SAWCUTTING AND SURFACING POLLUTION PREVENTION i�) DETENTION FACILITIES FUNCTION PROPERLY BEFORE CONSTRUCTING SITE IMPROVEMENTS AREAS SHOULD BE MODELED AS'LANDSCAPED'AREA BMP C153:MATERIAL DELIVERY,STORAGE AND CONTAINMENT ELEMENT;13: PROTECT LOW IMPACT DEVELOPMENT BMPs N (E.G.,IMPERVIOUS SURFACES). 4. PLACE EXCAVATED MATERIAL ON THE UPHILL 510E OF TRENCHES,CONSISTENT WITH BLIP C1S4:CONCRETE WASHOUT AREA BMP C250:CONSTRUCTION STORMWATER CHEMICAL TREATMENT1. PROTECT ALL BIORETENI1ON AND RAIN GARDEN BMPs FROM SEDIMENTATION THROUGH LLl ' - SAFETY AND SPACE CONSIDERATIONS. INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL BMPs ON PORTIONS U N IF PERMANENT INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, BMP C251:CONSTRUCTION STORMWATER FILTRATION IN THE SITE THATDRAIN INTO THE R ON AND/OR RAIN GARDEN BLAPs, RESTORE THE Z N PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. S. PLACE CHECK DAMS AT REGULAR INTERVALS WITHIN CONSTRUCTED CHANNELS THAT ARE BMP C252:HIGH pH NEUTRALIZATION USING CO2 CUT DOWN A SLOPE. BMP C253:pH CONTROL FOR HIGH pH WATER BMPs TO THEIR FULLY FUNCTIONING CONDITION IF THEY ACCUMULATE SEDIMENT DURING LLJ a. SUGGESTED BMPs: CONSTRUCTION. RESTORING THE BLIP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY Q BMP C203:WATER BARS SEDIMENT-LADEN BIORETENTiON/RAIN GARDEN SOILS,AND REPLACING THE REMOVED SOILS J SUGGESTED BMPs: WITH SOILS MEETING THE DESIGN SPECIFICATIONS. (/) - LU BLIP C207:CHECK DAMS BLIP C120:TEMPORARY AND PERMANENT SEEDING ELEMENT 010: CONTROL DE-WATERING W N U BLIP C209:OUTLET PROTECTION BMP C121:MULCHING 2,PREVENT COMPACTING BIORETENTION AND RAIN GARDEN BMPs BY EXCLUDING1: CNI BMP C235:WATTLES BLIP C122:NETS AND BLANKETS 1. DISCHARGE FOUNDATION,VAULT,AND TRENCH DE-WATERING WATER,WHICH HAS SIMILAR CONSTRUCTION EQUIPMENT AND FOOT TRAFFIC.PROTECTCOMPLLILU LAWN AND O BMP C240:SEDIMENT TRAP CHARACTERISTICS TO STORMWATER RUNOFF AT THE SITE,INTO A CONTROLLED CONVEYANCE BMP C123:PLASTIC COVERING • LANDSCAPED AREAS FROM COtAPACTION DUE TO CONSTRUCTION EQUIPMENT. LI CO < BLIP C241:TEMPORARY SEDIMENT POND BMP C124:SODDiNG SYSTEM BEFORE DISCHARGE TO A SEDIMENT TRAP OR SEDIMENT POND. Z Z CD 0_ ELEMENT:f4: INSTALL SEDIMENT CONTROLS 8MP C130:SURFACE ROUGHENING 3.CONTROL EROSION AND AVOID INTRODUCING SEDIMENT FR01.1 SURROUNDING LAND USES 0 < < 2. DISCHARGE CLEAN,NON-TURBID DE-WATERING WATER.SUCH AS WELL-POINT GROUND ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION EQUIPMENT ON THE (n BLIPC137:GRADIENT TERRACES WATER,TO SYSTEMS TRIBUTARY TO,OR DIRECTLY INTO SURFACE WATERS OF THESTATE,AS Z }y >- 1, DESIGN,INSTALL AND MAINTAIN EFFECTIVE EROSION CONTROLS AND SEDIMENT BMP C200:INTERCEPTOR DIKE AND SWALE BASE MATERIAL OR PAVEMENT,DO NOT ALLOY/SEDIMENT-LADEN RUNOFF ONTO PERMEABLE SPECIFIED IN ELEMENT Ki,PROVIDEDTHE DE-WATERING FLOW DOES NOT CAUSE EROSION OR PAVEMENTS OR BASE MATERIALS. CONTROLS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. c z BMP C201:GRASS LINED CHANNELS FLOODING OF RECEIVING WATERS DO NOT ROUTE CLEAN DEWATERING WATER THROUGH ,I ,� ,ry ry, = LJJ Z 2.CONSTRUCT SEDIMENT CONTROL BMPs(SEDIMENT PONDS.TRAPS,FILTERS,ETC.)AS ONE BMP C203:WATER BARS STORMWATER SEDIMENT PONDS.NOTE THATSURFACE WATERS OF THE STATE'MAY EXIST 4,PAVEMENT FOULED WiTH SEDIMENTS OR NO LONGER PASSING AN INITIAL INFILTRATION rt,0').• �• , `+c' 0 I- U (n D OF THE FIRST STEPS IN GRADING.THESE BMP:SHALL BE FUNCTIONAL BEFORE OTHER LAND BMP C204:PIPE SLOPE DRAINS OANiA�CONSTRUCTION SITE AS WELL AS OFF SITE;FOR EXAMPLE,A CREEK RUNNING THROUGH TEST MUST BE CLEANED USING PROCEDURES IN ACCORDANCE WiTH THIS MANUAL OR THE "p'f A {}til,,''' P. 1 J` i -D O (Z LLJ O DISTURBING ACTIVITIES TAKE PLACE. BMP C205;SUBSURFACE DRAINS MANUFACTURER'S PROCEDURES, 1 gyp r `..�'J BMP C206:LEVEL SPREADER `rye. Nc''•�'� L I' 1 �` fL' \., Z (n ~ 0 3,MINIMIZE SEDIMENT DISCHARGES FROM THE SITE.THE DESIGN,INSTALLATION AND BMP C207:CHECK DAMS 3. HANDLE HIGHLY TURBID OR OTHERWISE CONTAMINATED DElVATERING WATER SEPARATELY 5•KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT HAVE BEEN t' :` , 4,-y 1 r'� ;�•�ti•4',r'v,y 0 O 1--- MAINTENANCE OF EROSION AND SEDIMENT CONTROLS MUST ADDRESS FACTORS SUCH ASFROM STORMWATER, ❑ ,.A? T'"a``- 'I l., „,r _ BMP C OB:TRIANGULAR SILT DIKE(GEOTEXTILE-ENCASED EXCAVATED TO FINAL GRADE TO RETAIN THE INFILTRATION RATE OF THE SOILS. i7I. IL +v".:! `1 ' y\E V Q THE AMOUNT,FREQUENCY,INTENSITY AND DURATION OF PRECIPITATION,THE NATURE OF CHECK DAM) RESULTING STORMWATER RUNOFF,AND SOIL CHARACTERISTICS,INCLUDING THE RANGE OF 4.OTHER TREATMENT OR DISPOSAL OPTIONS MAY INCLUDE: 1.1 '! •., �'AL y _ 0_ N U O SUGGESTED BMPc: ' .« ) 0_ c'4 Q Q SOIL PARTICLE SIZES EXPECTED TO BE PRESENT ON THE SITE o)INFILTRATION. n, '.'1 t" ,I.;-,?,N �• U b)TRANSPORT OFFSiTE IN AVEHICLE,SUCH AS A VACUUM FLUSH TRUCK,FOR LEGAL BLIP C102:BUFFER ZONEy -!; (" _ N Z ELEMENT J/7: PROTECT DRAIN INLETS 8MP C103:HIGH VISIBILITY FENCE I •a r I 1IT (n 'Cl- Q (f) DISPOSAL IN A MANNER THAT DOES NOT POLLUTE STATE WATERS. BLIP C200:INTERCEPTOR DIKE AND SWALE 1''"'a,DIRECT STORMWATER RUNOFF FROM DISTURBED AREAS THROUGH A SEDIMENT POND OR ; Y c c)ECOLOGY-APPROVED ON-SITE CHEMICAL TREATMENT OR OTHER SUITABLE-TREATMENT . ��'�' '• ti•, ,,- ''' " '' 1 OTHER APPROPRIATE SEDIMENT REMOVAL BLIP,BEFORE THE RUNOFF LEAVES A 1, PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO THAT TECHNOLOGIES. BMP C201:GRASS-UNED CHANNELS F• 1:1.:\:11:111,'.. ?+� CONSTRUCTION SITE OR BEFORE DISCHARGE TO AN INFILTRATION FACILITY.RUNOFF FROM STORMWATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING BMP C207:CHECK DAMS '•FULLY STABILIZED AREAS MAYBE DISCHARGED WITHOUTASEDIMENT REMOVAL BMP,BUT cf)SANITARY OR COMBINED SEWER DISCHARGE WITH LOCAL SEWER DISTRICT APPROVAL,IF [FILTERED OR TREATED TO REMOVE SEDUAENL R" `��'' �` `4 '" JOB NO•: a O12 MUST MEET THE FLOW CONTROL PERFORMANCE STANDARD IN ELEMENT A'3,BULLET 01. THERE IS NO OTHER OPTION, BMP C208:TRIANGULAR SILT DIKE(GEOTEXTILE-ENCASED _,-. f�« py0)USEOFA SEDIMENTATION BAGTHAT DISCHARGES TO A DITCH OR SWALE FOR SMALL CHECK DAM) �' 7 0 {. F°1. ~ F11:, 5.LOCATE BMPs INTENDED TO TRAP SEDIMENT ONSTTE IN A tAANNER TO AV010 2•Cl GAN OR REMOVE AND REPLACE INLfi'PROTECTION DEVICES WHEN SEDIMENT HAS FILLED VOLUMES OF LOCAL VFD DEWATEIINIG. BA1P C231:BRUSH BARRIER s'', '�"y'� ^IsK,.. , f'V�'t}`� INTERFERENCE WITH THE MOVEMENT OF JUVENILE SALMONIDS ATTEMPTING TO ENTER THO ETHIRD OF THE AVAILABLE STORAGE(UNLESSA DIFFERENT STANDARD IS SPECIFIED BYTHE PRODUC MANUFACTURER), b- `, ` ��'`y J SHEET OFF-CHANNELAREAS OR DRAINAGES, BLP C234:VEG FENCEBM1P C234:VEGETATED STRIP `•1✓�'• ' `4 7 1 id.CAD FILE: CAD/jiB-012 PLOT DATE: 07/15/201S �yt"�, -, -- Iyy76� 2 OF 3 NOT TO SCALE View Looking Upstream I A 18- hiI i 12• (0.5m) i1 I ' Iil � + 11i (150mm) 41 + :- �wa _ 4``.,. ,, ins. t.. ' i'24' (0.Gm) d .1 Note: `<. .• !," If required, drape filler fabric over p 0� Kay steno Into channel banks and extend It brush and secure In 4'x4' min, (Z V '.\' ;\j; trench with com /"�i ;1 •AgC�n9 0�� f beyond the abutments a minimum of 18' compacted backfill80i, ,/r/ir ipirei,44, �X ry � ./ (O.Sm) !o prevent flow around dam. p r ♦ ♦ 1♦A ��fir ♦ 11.l.rii/r •1 1 , � -See r .. ..�►irJ 111� /I/� ♦�fr�r♦r♦ •r� • . . Section A-A ' ..,-..'..'s111 �s ', �0 • ��♦ . .. 100' min. % ytir�r�♦ �♦osigrase 111 j, 000 2♦�..♦ililil.•♦i ` •. /III��♦j 111�♦ •�I 1 N M Y Vl �� NT1iY y eY� �T�iT Flow -----., •. ...„....i/..�rr r♦ ♦1/♦ �� ' z ." ,.............. 44444 4.4r. N� fre ..a,.. 24 (gem) '/'riff ♦♦ ♦♦ Ab♦♦�♦� - `o 0 0 0 0 ;772 me 10 •.. 'o 444 4.. Sa.1"41lts d i.***0. �. ;,. :t: :.- iir 1♦♦♦1♦11♦. I#• v �� ii ii v, t?i 5 Install driveway r�.wir. �Y��Y �Y�i /: . ir , i. � , :f/,.ivet".♦♦1i1♦• o! a o: o: rr z wlveriIfthemisa '�' A'ti' ,. ". �' '�' ` : .. . :: •:^\-`-77 \ :' i�,� 1♦11♦♦♦♦♦ ♦♦� roadsldo ditch present 4' - 8•quarry Ve vistri"ri ' sx.:<",x /',�►�rI♦1♦1 ♦1�j ` a. a. J I I I' I I 8' (2.4m) ' ' �/�,ir, St41�♦4ba ii�1 Anchor downhill edge of spelt^. it.�►�. Y-'sT•te:nser.y. -� n/�iiesalt♦♦♦♦♦♦♦�-• . filter fabric with etarcs, } `�•1 �i: 1-- 1` �y .y ►,1 .S.�� :andbaga. orequivobnl m LT' Gecl¢zlilo y�.aT �.. Y �5., I — �p���� .0A • r- P ,- p i; p%Omeri... . Spacing Between Check Dams ,+ - �� 2' min, height a a d tiY-�! Y-s.!T !r6 1 -1� r *�� • �e -`rim _ - I l . In03 - flak z 'L' a the distance such that points 8 rj�. A' and 'B' are of equal ¢lovagon. Min. 5' wide brush barrier with is Nelox y 15' min. ` _ , L' max. C. dlamelerwoady debris. < W u 1. Driveway shall meat 12' minimum thickness — f ')E,ry 1' ��,� Point 'A Poinl 'B' may bo a sly topsoil slrtpp ng. o o c=.r permitting gi gency(the \ �1�� \ oPitt t, ^� - y ma be used to form Ne barrier, 2, It I; recommended (hot Provide full widtgres "/'N.' N.\:;:f;�� � ,(/,%��1�i."(ti!`j�' -N- , , ,Ic!;41 ofingross/e ingress/egress ^u � ' i4G 1 crowned entrance that be •y�;_��i/\•' E 0!I ii drain od 30 runoff oroa 181r1 1 < drains oil Die pad. EiQ�t�Ee NOT TO SCALE NOT TO SCALE 1 V4c�� W lY. li 0 �"� Figure 11-4. 1 . 1 Figure 11-4.2.7 astal Figure 11-4.2. 11 Stabilized Construction Entrance ' E Rock Check DamI Brush Barrier DEPART RovfccdJuno2015 DEPARTMENT OF Revised July 2015 DEPARTMENT OF RwlsedSeptember 2015 ECOLOGY Pico o sco til(ol/www.ocy.wagovitopyn'ght.hinil ghl.hlml Icr ccpyright notice including permissions, ECOLOGY Please coo hlipl/vnvw.ocy.wo.gov/copynghtldm!(or copyright notice including permissions, ECOLOGY Please see hrlplAvww,ocy.wa.gov/copydghthfm!(or copyright nobco including pormissiorc, State of Washington Emulation of liability, and disclaimer. estate of Washington _ GmiWgonofliabllty, onddlcGoim¢r---- �- _- Slate of Washington limitation of liability, and disclaimer. l SF. 7 fa - S a ' Pvl < " r r. N n 1'ib gr Joints In filler fabric shall bo spliced �, :.i of posts. Use staples, wire rings or W equivalent to attach fabric to posts ,~� 2'x2' by 14 Ga. wire or equivalent, i( standard strength fabric used .""-•1 o w ✓ y � ', .NAPS � • � _ bd JI• , r1y E • , ;-- tidy\ -ter:` ! ✓ I 1" i \ .�,.\� L �, :. �•. . . �: (- - - r l- r- ' 111 minimumI f 6' moz I a xa trench I I Poet sparing maybe Increased 2Sc2•wood posts, steel to 8' U wire backing Is used funco pods, or equivalent U N Z 0- W� 27¢' by 14 Ga. wire or equivalent, 1 I(standard strength fabric used __I TJnato, o's:ri- W NU i1 ' Filu:r fabricNs, I f / c..••�r,, 0 +y�•IQ -.O. _ Z Z CD a. ili %i , \ . re 1,ryff'•- •-•?„�! i• f 2}+I f} .1 y ^`3 `q J Z l— Bacidilltrenchwith ;'' !C. :,, � lea '.I 4y 'J'If, ;•t - ' 1� ' — nativa coil or s/i" ! 0� (1-.14 I...� t 11 u Q O W 1.5-vrached gravel 12'ml ',` ';` `> �9 d v :ci •i 1 f--- L-LI CD C Minimum ` , •• / ' * -: + t ICD . • Cx4" trench CD 2-x2- wood poets, Mel , 'L� � Q O lCD — V / ! 1^ r f CI .C) /`�J! yr Q t !�fence pest:, or equivalent NOT TO SCALE r�l l � ' *a.� '} 1 f^ ,,, � !' N < ci Figure I1-4.2. 12 P teNin rey`4Mr'� ‘V, a 111 EE1r Y• F i� )tilt ` - v ,r Silt Fence - ' r"aye y Milli Revised October 2014 � OI ✓n ,q I(� JOB NO.: 18 012 DEPARTMENT OF (J�U IC)) ECOLOGY Please cco htrplAvww.oty.wa.gov/copyrighLhlml for copyright notice Including parmiraons, SHEET State of Waohington limitation of liability, and disclaimer. 3 OF 3 ZAD_FIIF: CAt)?118-012 I PLOT f2AIE:_O7/15L2019 APPENDIX 6— Documented Site Photos (Show all directions of the site, including frontage) (Insert Photo Here) Lscation: 4220 Osprey Lane Description of the photo;: See attachment Photo taken by: Stew Lang Date : December 18 , 2018 IJ ) roject Photographs • 4220 Osprey i ane ( Private ) Ii )( isting bite Photos • • \ Olt re`` S - - .. •,•;• 1 . r)R i { r 1 ,Le ,S • •.S ar��L ra •, I• ••�. a I _ . • 1 i t • . • i. II y * NJ.: "' • • 1l1. t ti`t ! _ 4 �r�� lA. A + aitata.sit. ! ter 1 n �• • \ �;• , r ', •ram , a . . ' , . 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I '/ J.K V UJI A. 1 I. ��f(( (I) ya‘, n , I� lu t „ yl , , t 1 % 'HI O f ✓ ' � ' 'f' • I .I f4 . . 4• a 1. �0 ® `• t - I 11 1• 1`! i 1 - ! f i • - 1 J. • — • '�LJj,`il lam.T;1 ✓ ' ! • ' 1111 R'11Y iI'� , ir't �' 1 , 1 I ••� 0 co • 4I II O .01 � Ir :l • 1J dj Yam/ . .. t / { . 1 = � , '•• •.. 1 11 k.l 1 CO CD ; • Iw•r►.,se • 1 1 • 141 • Ir 11 4/ � ' ^'. �I 7 1 • r : r-s.,1 , • O C o CC S.. c= U yy . 0 t • 0 �C . 1 i 1 ..1 u pp E CY Date : : ecember 18 , 2018 Project Photographs 4, 220 osprey U ane ( Private ) I . xisti ng Site Photos ` 1 a • ti� jy .J jet • '1 tea_ ;+ Ili; I! ' ♦ �. , _ ,�• • '•t' -aCl ., ' .' F i ", . t '\ _ • • '♦ ;,,.'• • 1' �`'� 1`. r • ` d .M' ! �� Z;. .• — .�' '- ` • �• . •,` ,� l •-1Ir •J'Ake 1 tr J• :♦ !• Ike° 'a t. . • •...,z ..i . . „,; , . . ..,..a. ... , .4 • „ 4 •;i ` ' • it ,• 5 � ( �-NN1r i .V w ♦ JJt7. a { rr- y . ♦p .j 1� • ` _ f / j•1 • _j ���., A ,• --<.� // r1Y t�a'S •'* �• 3 4.. N . 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