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HomeMy WebLinkAboutPermit File BLD-2019-0458 4220 Osprey Lane 1 Y City of Anacortes Invoice/Permit#: BLD-2019-0458 904 6th Street Applied date: 07/19/2019 � . P.O.Box 547 Issue date: 10/07/2019 ;: Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 04/04/2021 Job Address: 4220 OSPREY LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Building new single family residence with attached garage. Owner: RICHARD JOHNSON Contractor: Address: 2824 WEST LAKE SAMMAMISH PKWY SE Address: BELLEVUE WA 98008 Phone: Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 #of Bedrooms 3 Building Permit Fee 4,421.25 Basement Square Footage 1354 Plan Review Fee 2,873.81 Lot Area 14312 Mechanical Permit Fees 138.15 Lot Coverage 4633 Plumbing Permit Fee 188.00 1st Floor Square Footage 1354 State Building Code Fee Resi 6.50 Garage Square Footage 576 Sewer Inspection Fee 50.00 Deck Square Footage 556 Storm Drain GFC-Residential 1,646.69 Stove,Appliance 1 Sewer GFC-Residential 9,774.75 Building Valuation 750000 Park Impact Fee 615.00 # Forced Air Furnace<=100k 1 Traffic Impact Fee 2,730.77 #of Heat Pumps <=3 Hp 1 Non Sprinklered SFR Fire Fee 447.11 #of Backflow Devices 1 Total Calculated: 23,092.03 #of Bathtubs 2 Deposits/Receipts: 200.00 #of Clothes Dryers 1 #of Clothes Washers 1 Total Due: 22,892.03 #of Dishwashers 1 #_of_Gas Outlets 2 #of Gas Piping 2 #of Gas Water Heaters <= 100k 1 #of Water Piping 3 #of Hose Bibbs 4 #of Kitchen Sinks 1 #of Lavatories 2 4 14-id Nig8ianicaln d its-0458-2019 1 g1pRBr... 10/08/2019 02:35PM 1 7 h,Alk4-158RD JOHNSON 1 #1 -4I1f,—Iik5Single Family Residence Permit 3 #a[fi rtithationtFans 22,892.03 4 #r ifiW t C€l e s 22,892.03 3 CHECK:U2U842 City of Anacortes Invoice/Permit#: BLD-2019-0458 904 6th Street Applied date: 07/19/2019 P.O.Box 547 Issue date: 10/07/2019 Anacortes, WA 98221-0547 Expire date: 04/04/2021 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS PE OF WORK WILL BE COMPLIED WITH WHETHE' _ PECIFIED HEREIN OR NOT, THE GRANTING OF A P RMIT DOES NOT PRESUM O GIVE AUTHORITY TO VIOLATE OR CANCEL TH "OVI •.ONS OF ANY OTHER STATE OR LOCAL LAW RE TING CONSTR TION 0 THE PERFORMANCE OF CONSTRUCTION. SIGNATURE 0 OWNER OR AUTHO IZED AGENT ISS D Arr 0 City of Anacortes Invoice/Permit#: BLD-2019-0458 904 6th Street Applied date: 07/19/2019 P.O.Box 547 Issue date: Anacortes, WA 98221-0547(360) 293-1901 Expire date: 01/14/2021 Job Address: 4220 OSPREY LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Building new single family residence with attached garage. Owner: RICHARD JOHNSON Contractor: Address: 2824 WEST LAKE SAMMAMISH PKWY SE Address: BELLEVUE WA 98008 Phone: Phone: License#: General Information: Fees: Plan Application Fee 200.00 State Building Code Fee Resi 6.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,646.69 Sewer GFC-Residential 9,774.75 Park Impact Fee 615.00 Traffic Impact Fee 2,730.77 Non Sprinklered SFR Fire Fee 447.11 Total Calculated: 15,470.82 Deposits/Receipts: 0.00 Total Due: 15,470.82 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED, I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHET ER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL ' "OV,ISIONS OF ANY OTHER STATE OR LOCAL LAW RE L-)rTlt Cf3NST�RUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF 0 R ORAUT IS lip = Permits and Insp... - BLD-2019-0458 - 2019 019278-0024 Carla Br... 07/19/2019 11 :02AM 12471 - RICHARD JOHNSON BLD-2019-0458 Single Family Residence Permit Payment Amount: 200.00 Transaction Amount: 200.00 CHECK: 3283 BLD 2019 - CH y TiT y PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT .l Ig U [ RESIDENTIAL BUILDING PERMIT APPLICATION Mailing Address:P.O. Box 547, Anacortes, WA 98221 I14 CI7 i. . t'9 2019 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901 CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: / �220 D3,cyi..dn./ lr'/2s7/7 .3 Subdivision/Lot#: PROJECT VALUATION: $7. -0 ti„ APPLICANT: Phone: AAG77/6/VW . pc/i,mGTthe- - 3a'4-ez-,/0-78gv0 Address(Street,City,State,Zip): Email Address: /,8, /6 oe' .44/.4G'.7 lit/ ficOveoregoavi),4iii-m-- rd;e6-7e.avi PROPERTY OWNER: Phone: Address(Street,City,State,Zip): eeptJa,IA . Email Address: 9849 //2 `,4✓ WE.4PT.23/ 'We* P.4Nzipu/.d4A/&4D 6T. T CONTACT PERSON: Phone: ,'/cs/,4,e,g0 23,e& ,'C (At ..,I ?ti&—Ogg-7 'O Address(Street,City,State,Zip): Email Address: eD.,S. /(o$6- .21,,4/44 , W.t Egeit/o lsa 44 ci/(7,---- bawl' LENDING AGENCY: Phone: Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: /. 8.r Address(Street,City,State,Zip): Email Address: Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact Business License#: Exp.Date: the City's Finance Department at(360)299-1968. PROPOSED WORK: S'//UGG,E"- ,2rA'/G y 7z /O 07Z1Ey ,e.i ./Z / .4-7T.�Gr fl ,4rG� PROPOSED NEW SQUARE FOOTAGE: Basement SQ': /- t X Finished Basement: ❑ Unfinished Basement 1st Floor SQ': / .6-u Garage/Carport SQ': 574 2nd Floor SQ': Deck/Covered Porch/Patio SQ': "'T'67 Fire Sprinkler: ❑ Yes 14 No Lot Area SQ': / / ki I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: �G !'�-= 1 f-YG, ___, Owner,Ag nt ❑ specify) / Y��' / ter, Signature: _ /� " 'ef Date: 17 /j /1 Page 1 of 5 IMPERVIOUS SURFACE AREA: Existing Impervious SQ': 944 i New Impervious SQ': f Total Disturbed Land/Soil SQ': 53949 To)a.l Proposed: Cut: (4x/ Fi11:2 Z)c r New hard surfaces(pervious &impervious) 'T 1 d Land converted from native vegetation to lawn or landscaping SQ' .24/62 Land converted from native vegetation to pasture SQ' fr, MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: / Elec#: BTU: Other#: Wall Heater: Gas#: / Elec#: Other: #: Location(s): Gas Water Heater: #: r V ocation(s): t Feat Pump: Elec#: . Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: /Elec#: �ther:#: Location(s): Exhaust Fans: Bath#: /Laundry#: j Other: Range Hood: #: _,. ✓ Location(s): , ,7 3' Fireplace: Gas#: Elec#: Other:#:Eitalifj2 Location(s): Clothes Dryer&Duct: Gas#: /Elec#: I V Other:#: Location(s): Stove/Range/Oven: Gas#: ,,.� V /Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: .2' .J Location(s): 2:2Ge/pe:4770 Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): Refrigerator water supply(for water/ice dispenser): 1 ',. Kitchen Sink: #/Pressure Reduction Valve/Pressure Regulator: 2 Utility Sink: Water Service Line: ,i Tub: ii Water Piping: 4 t/ Hand Sink: 4 ✓ ,,Clothes Washer: .,/.. Shower: �.-//Electric Water Heater: Tank-less? YesX No ❑ Dishwasher: ,y. Backflow Prevention Device: -1 / Hose Bib: `-i l Other: TOTAL PLUMBING FIXTURES: Page 2 of 5 Site Address 1f Z20 Osp re roject 5"F 1 Building Permit # rg/ \ , — 7-4 / 9 - d = i(. � - _ Via -: �a� = = _ __: _ - - - - _ � _— _ _j _  - _ -,,_,„.... -.--.-.. -. _,_-, 1 -, Building k:/`""/01W. I1 --I 1 Public Works Ra i?_•(.- -\lkSto--.S -, `Illy 'c' _- { � I - I Planning ?,\)\ l� ( _. I I I I I I i I I IcliStorrnwater I (�, — ! l , I 11 <-6— /...° 1----1) & 1 1 I I I Fire l -1 1 __ J Project Inter-Departmental Plan Review Tracking %Irani Materials Testing & Consulting, Inc. Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting c� JtT 'Ea IFa4rials Testing&ConsnHinS In February 27,2019 Richard Johnson, client 2824 W Lake Sammamish Parkway SE JUL 1. 9 2019 Bellevue,WA 98008 lEgVI \Vrn do: James Schemmer,P.E. CITY OF ANAGORTES Schemmer Consulting Group PLLC Subject: Critical Area Assessment—Proposed Residence 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 Overall site topography is gently to moderately west to southwest-sloping. Small variations and 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 i 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 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. 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 10 4220 Osprey Lane CAO,Anacortes,WA Materials Testing&Consulting,Inc. P Y 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 Common Name Botanical Name Deciduous/Evergreen Mature Height(ft) Vine Maple Acer cricinatum Deciduous 10+ Oceanspray Holodiscus discolor Deciduous 10+ Willow Salix spp. Deciduous 10+ Snowbeny 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; Leo{WaMI �( 0 Plp, ro / `.:" rgia 2856• �,4. diee 4eed Geo�o 2-27-2019 � John R. Gillaspy _- �-- 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 i 4220 Osprey Lane CAO, Anacortes, WA Materials Testing & Consulting, Inc. February 27, 2019 19B058 Appendix Al . Location and Site Maps ,. - li. N Regional Vicinity S. Alton-_:rie. 0 A if $f f. SYa,It,nyton Park . I 49 4 G on 1 (211) I 1 r Burrow,isl .6, 1 , tier ( f 1 / - Beachf i f I. l • , I. I r ; .1 t I . , r 1 rl 1 1. I Itl,l,r h fjJ! rk5 Allay.Island} f`'�!,' _�,, ' —, dlr } o 1 Site Vicinity $f y a • ?n ay t Ai Tugboat beach 4 "t,,, `'P, 4 d e Y S _ :#4': Y k / i i i Aa 1..?.. i & i bib € 1_ s r 0 Project Location irii ago r d Heart Anlmat San, 1. e ' , t sO a i t 4 1 f re iaY & �' w ,.. _ ). Maps Source: Google Imagery 2010 f'- . '1r . Materials Testing & Consulting, Inc. Regional and Site Vicinity FIGURE 777 Chrysler Drive Critical Area Assessment ton WA 98233 4220 Osprey Lane 1 Burlington, Anacortes, WA 16 4220 Osprey Lane CAO, Anacortes, WA Materials Testing & Consulting, Inc. February 27, 2019 19B058 .. .w: ,- i s r • sss .. f _, err t, i # :_ ? - s t o F 0,,,, . 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I r-'. a A'' :ice. _ 4 p 1 C •" _ .iii , x / f • witr ' V� s Intact Bedrock a, f._4� @ Surface - ,. , �. � _ _ 1 _ •�- �'�i;' r __ erg A.a-1- - r ,�.y�, _ :rY- yid-,. _ _1 .- __ -_ - R' .�7 r - -!___-1.<t , -ma c♦ "_ --}� -� PR •'$ a I s t I !''' fit. f'.. o - FF?? .•� !- s''�.. +,'.,,E _ 4111^444SE R ;r ti`` d. ?• ;�1 •^Foss y *` ! .0 1 - a .1- - - . _ ,fir`illi, -.�-` - . .,,,I. aI 4 -,- s s -, ty T t .e _ y M i. Z. 1 - -; -1 ,:....,L., SAL"� �r - _ 4 � • s.- i :-4- t. 1. 7 : 44:, , _ 1 e 'IA It-''-- a t s a " •° T '4'}S b II .� • wie.1.1-F t, ,, T.-,' 0' , .: ' .'*. - -Z ' I 7 c r Aerial Photo Source: Google Earth 2019 ,rII i 0 60 Overlay by MTC: Kevin Quillan � A° 'R ) , - _ I - r Not for Construction fi-- i ._ - �� , 1 q - .- p SCALE (FEET) 7. *Not to Scale — Shown is Approximate '` F ' _� z � _ ,�. j� _ Pp wt..::� _rr��. 4 _ -1r 1 inch 60 feet ' 4 mod. 'r r•�4.4 - • t` -.s_ _ - - - Aerial Photo of Project Site �����- Materials Testing Consulting, Inc. Critical Area Assessment 777 Chrysler Drive 4220 Osprey Lane2 Burlington WA 98233 p y g Anacortes, WA 17 4220 Osprey Lane CAO, Anacortes, WA Materials Testing & Consulting, Inc. February 27, 2019 19B058 Appendix A2. Proposed Site Layout & Survey Map ....., N \ • , ' I , d , .., ...I..."..., ‘ ''''\ '•?'-D h' _,... , ... Proposed Setback , . --,,,, ,(-30 feet or more) \/ , 1 • 1- „ ., <, I PROPOS10 ., . Critical Area , \ . .,, . , RESIDENCE , / - . , ,,. if(ock Sliope . •_-,z_ 1 . -. .. . ,.._ I '.....•Of - - \ -- , i , „t,'N., • _ , I, I1 - , - -- -..-....":„,..es`. ,,c, . - •.,).,-- / •••;-,..---a...0.",--,..„--`,--..?,, (..) . - , ., , , ' , ..., ,,,,,,,,,,,---,-. ' it-, , ,..,‘,_2:__._ ___,. , i. 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Site ?Ilan of Proposed IDevellopment _ 7 GUR,JE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4220 Osprey Lane 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 A' Bedrock Outcrops 25',0° 90', 12° Access 75',6.1° Road A 18, 60', 11° Anaco Beach 28> 58° Place Denotes AVERAGE slope height and grade(from survey data) 0 40 m 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 I 4220 Osprey Lane CAO, Anacortes, WA Materials Testing & Consulting, Inc. February 27, 2019 19B058 Appendix B . 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Wind and SDC A&B SDC C-F Model Nominal Code No. Column Machine Non-Cracked Cracked Non-Cracked Cracked Ref. Size Bolts W1 W2 Nails Dia.Qty. Uplift Uplift Uplift Uplift th (in.) 0 (I) LCB44 4x4 39/16 31/2 (12)16d 2 1/2 1,170 820 985 690 CO i>) CB44 4x4 39/6 39/16 NA 2 5/8 6,710 4,700 5,640 3,945 `0 128, C LCB46 4x6 39/6 51/2 (12)16d 2 1/2 1,170 820 985 690 FL, L27 0 to 0 CB46 4x6 39/16 51/2 NA 2 5/a 6,710 4,700 5,640 3,945 O. CO f ) CB48 4x8 39/6 71/2 NA 2 % 6,710 4,700 5,640 3,945 0 LJ CB5-4.5 Glulam 41/2 51/8 NA 2 % 6,710 4,700 5,640 3,945 [ 7 CB5-6 Glulam 6 51/8 NA 2 5/8 6,710 4,700 5,640 3,945 170 i i CB64 6x4 3-;',a NA 2 6,710 1,700 5,640 _, .)'',5 E. __-- LCB66 6x6 51/2 51 (12) 16d 2 1/2 1,170 820 985 690 128, ® CB66 6x6 51/2 51/2 NA 2 5/8 6,710 4,700 5,640 3,945 FL, L27 CB6-7 Gx 51/2 7 NA 2 5/8 6,710 4,700 5,640 3,945 170 a CB68 6x8 51/2 71/2 NA 2 % 6,710 4,700 5,640 3,945 128, FL, L27 If CB610 6x10 51/2 91/2 NA 2 5/8 6,710 4,700 5,640 3,945 L) CB612 6x12 51/2 111/2 NA 2 % 6,710 4,700 5,640 3,945 i_._) CB7I/8-4 PSL 71/8 31/ NA 2 3/4 6,710 4,700 5,640 3,945 D CB71/8-6 PSL 71/8 51/2 NA 2 3/4 6,710 4,700 5,640 3,945 Late 6B71/2-7 PSL 71/8 7 NA 2 3/4 6,710 4,700 5,640 3,945 1111 CB7-6 Glulam 6 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 CB7-7.5 Glulam 71/2 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 v li CB7-9 Glulam 9 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 z } a CB7-10.5 Glulam 101/2 63/4 NA 2 3/4 6,710 4,700 5,640 3,945 z Q o 5 CB86 8x6 71/2 51/2 NA 2 3/4 6,710 4,700 5,640 3,945 o 170 W CB88 8x8 71/2 71/2 NA 2 3/4 6,710 4,700 5,640 3,945 1 o II CB810 8x10 71/2 91/2 NA 2 3/4 6,710 4,700 5,640 3,945 z o CB812 8x12 71/2 111/2 NA 2 3/4 6,710 4,700 5,640 3,945 u) o III CB9-6 Glulam 6 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 c t 1111 CB9-7.5 Glulam 71/2 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 vi 'r n CB9-9 Glulam 9 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 0 o a CB9-10.5 Glulam 101/2 83/4 NA 2 3/4 6,710 4,700 5,640 3,945 o CB1010 10x10 91/2 91/2 NA 2 3/4 6,710 4,700 5,640 3,945 U a CB1012 10x12 91/2 111/2 NA 2 ' 6,710 4,700 5,640 3,945 CB1212 12x12 111/2 111/2 NA 2 3/4 6,710 4,700 5,640 3,945 1.Loads may not be increased for short-term loading. 2.Concrete shall have a minimum compressive strength, f'c= 2,500 psi. 3.LCB products may be installed with either bolts or nails (not both)to achieve table loads. 4.Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 5.In accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category(SDC) C may use "Wind and SDC A&B" allowable loads. 6.Downloads shall be based on either the wood post design or concrete design calculated per code. See pp. 383-385 for common post allowable loads. 7.Designer is responsible for concrete design. Minimum foundation dimensions are for anchorage only. 8.Loads must not be increased by short-term loading. 9. Nails: 16d = 0.162" dia. x 3/" long. See pp. 26-27 for other nail sizes and information. , 103 ANACORTES PUBLIC WORKS DEPARTMENT ts Steven Lange, Project Manager y„tK co P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 •'Qr E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 ,1 oo1 0' Memo Date: September 16, 2019 To: Dave Oicles(Permitting)and Rob Frisinger(Plans Examiner) From: Steven Lange Subject: Site and Drainage Review for 4220 Osprey Lane cc: Eric Shjarback The Public Works Engineering completed a review of the submitted July 19, 2019 documents for the Minimum Requirements #1 to#5 and related Site Plan on Monday, September 16, 2019. Below are the findings and recommendations: To date: - October 15, 2018 — Building submittal - November 20, 2018 — Submittal to Engineering Department - December 18, 2018 — Review Completed by Engineering - December 19, 2018 - Drafted Review Summary and routed back to Planning\Building - 2018 Submittal Cancelled. - 07-19-19: Building submittal - 09-16-19: Review Completed by Engineering SITE PLAN: (Dated July 19, 2019) 1. Quite a few comments from the 12-18-19 Review Summary are still applicable to this submitted site plan. Some may not be. Either way, the applicant needs to identify how each item has been met from the previous Review Summary. 2. Identify the City water main in the Anaco Beach Right-of-Way. 3. Identify the City water main across the lower portion of Lot 2. 4. Provide a conduit under the proposed driveway for future water service line for Lot 2. 5. No easement is provided for access across Lot 2 that benefits Lot 1. Provide any recorded documents and identify on the Site Plan. 6. There is an existing driveway cut for both Lot 1 and 2 that was installed at the time of development and works for both lots. The access, as shown oh the Civil Plan, revises the grades of the area and eliminates access for Lot 2. Having said that, the actual impact to the Public Right-of-Way will be more significant than what is shown on the Civil Plans. Any encroachment in the Public Right-of-Way requires an Encroachment Agreement. This includes all of the proposed fill area across Anaco Beach Road Right-of-Way 7. Osprey Lane: • Per Ordinance 3031, the roadway width is 20-feet in width, transitioning to the existing roadway width to the north, not 11-feet as measured on the Civil Plan. • Provide a cross-section detail and specifications for the proposed cement concrete driveway. • Access width for residential driveways at the street is maximum width of 20-feet, Per the current EDS Standards, Streets, Section STR-28. 8. There is no easement for the existing storm drainage system across Lot 1 and Lot 2. Provided the necessary easement documents that include the benefitting properties and maintenance requirements. Additionally, this is considered a Permanent Stormwater Facility. The owner will need to complete and record a Drainage Maintenance BMP Covenant. 9. Provide a construction sequencing plan (BMP C162 Scheduling). The Drainage Report identifies sequencing information that needs to be added to the site plan for clarity. 10. Add Erosion Control Notes from the current EDS Standards. DRAINAGE REPORT (Dated July 19, 2019): 1. Project Description: Provided 2. Existing Site Conditions Summary: Provided. 3. Developed Conditions Summary: Provided. 4. Site Sediment Transport Score: Applicant needs to provide clarification as to when this project will be constructed. Going into the rainy season, the points go up by 50, therefore making this a high score of 110. 5. Applicability Flow Chart (Figure 1-2.4.1): Accepted. 6. Applicability Flow Chart (Figure 1-2.5.1): Provided, but yet offers confusing information to that which is provided in Minimum Requirement 5. Project is identified as being Flow-Control Exempt and identifies that the project will be installing BMPs from the list provided in Minimum Requirement 7. Then moving to Minimum Requirement 5, all BMP's are declared infeasible, which shows that the project has met the requirement of Minimum Requirement 5, therefore making a direct connect to the storm system. Somewhere in the report, a summary has to be provided as to what is actually being proposed. 7. Minimum Requirement 1 —Step 6: Where is the attached 13 Elements? If it is under Minimum Requirement 2, the applicant did not complete that section either. 8. Minimum Requirement 1 — Step 8: Not completed. 9. Minimum Requirement 2 —Same note as identified in the December Review Summary. Each element needs to have further detailed information on how each element will be complied with. Then the information needs to be transferred to the site plan for the folks in the field. Select BMP's that are applicable to this project and identify them. The site plan should match the BMP's identified in the 13 Elements. 10. Minimum Requirement 2: Person that completes the 13 Elements needs to sign and date the form. 11. Minimum Requirement 3— Project is exempt from this requirement since it is a Single Family Residential Project. 12. MR#4—Agreed. 13. MR#5 —Applicant identifies the project is Flow Control Exempt. Provide the actual language from Minimum Requirement 7. Additionally, if the project if considered Flow Control Exempt, then List#1 does not need to be completed, unless the applicant elects to do so. Then it needs to be stated. Currently the applicant directs the review to the list in Minimum Requirement 7, under the Applicability Flow Chart. Which is, or is not the case? If using List#1, then let it be stated. 14. Minimum Requirement 5— BMP T5.13 Post Construction Soils: Provided. This should be included in Appendix 3. This will also be a deferred submittal. The applicant will need to provide a Test Report from a Soils Supplier to the Building Department. 15. Minimum Requirement 5: List#1 —Agreed. All items under this section have been declared infeasible, therefore meeting the requirements of Minimum Requirement 5. Applicant needs to summarize about making a direct connection to the storm system. 16. Minimum Requirement 5: Applicant needs to sign and date the form. 17. Appendix 1: Provided. Move the title to the top of the page. Provide the next submittal in 8 1/5x11 please. 18. Appendix 2: Provided. Move the title to the top of the page. 19. Appendix 3: Provided. Move the title to the top of the page. Deferred submittal, as outlined in Minimum Requirement 5 above. 20. Appendix 4 — Provided. Move the title to the top of the page. Further review identifies that if this project is constructed during the rainy season, then the project all of the sudden becomes a High Score of a site. Therefore triggering extra inspections and additional BMP's. The applicant needs to clarify further on when the project will begin construction. 21. Appendix 5 — Provided. Ensure that this matches the information provided in Minimum Requirement 2 — 13 Elements. 22. Appendix 6 — Provided. 23. Appendix 7 — Not applicable since all BMP's have been declared infeasible. Y 0 FILE COPY !` - Storm Water Minimum Requirements #1 to #5 ENGINEERING DEPARTMENT `r�� , )) 904 6`'�Street Anacortes,WA 98221 `Y www.anacorteswa.gov Official Use Only: (Information to Inspectors) dal! ,'. � + Required Storm Water Facility and other related requirements: ' 4 P \5-t3 E 5 L�512�uc Zvh�' � 4 L Tc-�r �s.+-T7 C.L$? t• c+ a _ ti 4.,' t�12r'l'54--] K\[ - rnit 2• Project Address: 4220 Osprey Ln Submittal Date: ftp-04.t9 Parcel Number: P124723 Revision Number: - Permit Number: BUD-- 2c -o4S Acceptance Date (COA): lo•o4.t5 Reviewer: S �►�la.,,,c�c FRONT OF REPORT �c crj4 W c,tck. > Submittal Checklist: o TAB #1 through #5 - Drainage Analysis-Minimum Requirement#1 to#5 o APPENDIX 1 -Topographical Survey Schemmer Consulting Group PLLC o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) Critical Areas Assessment-MTC o APPENDIX 3 - Model Soil Management Plan for BMP T5.13 o APPENDIX 4 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 5 - Site Plan with all applicable information (Minimum Size 11x17-30 scale) o APPENDIX 6 - Documented Site Photos (North, South, East and West) "1- h Tcmporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance. 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 (IMC) 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 : Total Under Roof Area 3750 Sq.Ft. Under Deck Patio Area- 153 Sq.Ft Paved Driveways/Walkways- 1013 Sq.Ft. Total Impervious Area- 4,916 Sq.Ft. Total Lot Size- 14,312 Sq.Ft. Total Impervious % 34% Provide the Infiltration Rates found during the rainy season: 0 Inch\Per Hour What was the depth of the ground water table? 0 Feet and Inches below existing grade (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Site Sediment Transport Score: 80 Total Points (High\ Low) (See Determining Construction Site Sediment Damage Potential(Appendix 7) Drainage Basin (2007 Storm Comp Plan—City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? B13 lrlentifv any rlownstream drainage issues (Storm Comp Plan: If so, describe: _ —. __ R f� `1 i /> > 4, €'€ Basin B13—This basin \r �` —S. 5—, r �xhi extends south of the Port of � �' ,, ,f Anacortes Airport to the City "�l, �` (�� / J �» (� �,,,Ni - a Limits. The entire basin is F„t V.L,,,,,,�1 ,,° ^ ,,° / , zoned as Lots Density , , \ 1.,, 1, 401\ ; Residential. Four detention 7 ', ,��� 1 , � 5\k+J/ O facilities are located within �'` this basin. This basin *� � '' f F ' I �,, rr `"' ^ )(/��. discharges to Outfall No. 1. \iiillt ---.\ Identified Capital improvement projects and problem areas: CIP P, Yorkshire Drive, CIP S Cedar Glen Way, Problem area Vendetti Outfall. Version Date: February 20, 2019 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 Chart (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#5 only). Refer to the 2012 Department of Ecology Manual, as amended in 2014 for further required information. Version Date: February 20, 2019 Start Here Does the site have 35% Yes Se-e Redeveirpmen". Mi nirnurm or:more of existing Requirements and Flow Chart imper.'ious +trerage? (Figure 1-2 A.2). :maces the project convert acres or acne of vegetation to Does the project result in lawn or landscaped areas, or 5,fO13 square feet, or convert 2.5 acres or more of greater, ofinew plus native vegetation to pas-lure?' replaced hard surface area? \ No Yes ti Yes Does the project :result.in 2,0013 square feet,or greater, of new plus All Minimum Requirements replaced:hard surface area? apply to the new and replaced hard surfaces and converted • vegetation areas. Yes ./ No f V Does the project have land Minimum many Requirements irerrtients a l 1 disturbing activities of7,0g0 through#5 apply to the new ), square feet or greater? and replaced hard surfaces and the land disturbed.. No A-CG .7t17 Ib.04. 1 i Minimum Requirement#2 S applies. _ Figure 1- .4.�1 Flow Chart for Determining Requirements for, New Development DEPARTMENT OF Revised 201E ECOLOGY Dis-ase see hr,,c..nnt.w.e-cp.wa.poi;±cor}ngr t hr for copyright nonce Including permir lrxrs, State a Washington i:nitatc'r d disclaimer. version care: reoruary cu, cu I ---im', '''-z nri:.,;-...... r:: .;:r ; er telir Vie?, sir RECC,..1S!.: Imple, .. It:.- .,,, ,::. iko.,,,r-, o EPel:Ps Nici y°,t .,:.: reZ, 41 e: Blial.T5.13: Port-ConsInIctIon Soli Ouarty w No iliie and Dep-VI .7.;10;i0:: pnYeeert .. ✓ 5 VIP TE.t.3A, 8, or C.: Dowrispoui Full !nig sir tay lit 9 s FA- - triggered larl-ratior. Eirc,4-73:- - -- - on *57 (Per Figure 3.; or only up.: ri !Figure 3.3 tn Appendix. No aMilliorail .:..':, r ract:ons I air Te 201.n-20 1 E J ff, E MP TE 1 or T5.12: Concentratec Flux Wlifilel. Rise II •Pe.rrntl Open or 0 heel FIB DM pue!o 7" 4-1 Ruse I Pertil; NOT REQIIIffECI: tgl,Crtiiikt@Mil': Z s 1 ii I.:::1 / NO (hie poled trIggex-,L Pelorrnalce Startlard..kpplylrg :1-i s:ier E1V only MRs 1 - #9) :P r s I UZ Ist I ir;ITV ix L 412.. '.,? — 1!:..- :Iii E' •f:.(;:-::;-. ,t-s ::::,.• 7-4, :2:7,4 7 .• -grii 7,,rf,-;feC r...al'oelper crania ID me: r.i,, tie LI D Perc,.71yrine, CI EillIri.17 V !' 11 NI° -Rib / Is the p.rOjet:g.t on a parcel. or E acres- CC larpr? V N..' ...,..- ,... REC J FT.: . For ea-_-;-: ZO :r,s, .:irc.i.• c: 2 sfes.-loper . .--- ' No 4 Ves, sur , cor'S;clerthe.: 1500E4E,'ICI meet The LID BMPs Ir the:Order Pert°MIZCMe Starilard7 REC.JIRED: :Mee; tle LID ' as.:Ei.1 ri L15151 for-.1-- ; PerL-,-nanm Citc-nr.iz-ci IrLK type of sarrac*. -Use lies ,, Me vse ol'im- EMP(s) Ir the first EIMP Mal:Es , 2.31.4 „TO%WW1.; e...xcapt ji:•7 'Y 5 No feas e e. Plain Gardens itle use of Sloretentim is :sneptabis:, NOT REQUIRED: id.... 1- eviernalt oT die LIE. I IT r.r16 projent caul meet fli 3 Per CrlarCe:Standard. 7;EC:i.J ''' =0 Ft.- i.. i:.:1'; LID Perform ance Standard, I: ,..irtac.E. .:: ;:lEide-71 :31%1Es 'must sea*. 211d be )ranted isri REQUIRED: kle.et the LID Performancte Ir. the b.7...-.i, - !'ste.1 i ...1st F-72 exca;p4lonlwaTlanca. aida'rd tiro Jgh the use, elm B V'L.:5) in : 3t thDe oriaria:e. -J-ie tie 2E414 S4'01.4.1Miti-Mt excpt for Ra i -,:71FIS ".1"kS 'F•rsi @MP mat IS INE0JIRED; Apply 5mP1-5.17.a Il11.1 in-li, 0.11 Voritirill 011 * amplaVi,, cimslff,ared feasible. Post-Cot',struvtion SoL'01.13,:.ty aid nept. REQUIRED for rP,rc:,- .ft,its Trio:le-Ina tel F. 41-9". 1:.:.7 7 E.ILIIRED: Apiy ESMP 76..170 Rost-Cc/Sirdebn SO .L.C.1!;`,4%,:•:.11 .4ril.or:rig `;.DT 9If GU 1RED: Applylagi irva Cialtty aril D iDti. Pir, ..2Astarciard: BesiPs In L'ist Ail or UV. #2. NOT R:EQUI7.,E E.: A prs_ :f.-"igi The @VIPs In List iirl 'DT LIE: r.r.2. '' .ecornmelaw oy iEwIDgy'Kr ;-oJec15 ulggelng IRA ff 1 -PZ. _ , 0 Figure How Chart for Detendrii.nci LID RIR -45 millii irrRequirement..3..-. DEP AnTMENT Ur Trt,c1 .;tiem= 205 ECOLOGY -a :7: .7i:.-7 F., ,see iiinp.zwiricecy.V1.-2.9 VitOpyllgrithfnil ro r copyrigot flak* Ir.-:::.; -..11n.r. perinissicrie.,, :=.-., -;., .,„•la 4,v3s1!-1 ,-7,;:1-1 ii-N, Y:1.V r.".4'11.3171111), '.7.id div.-1:::,,. T u. versiuri uate: reuruary u, u 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 3/4 acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to 1/4 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 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 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 1-3.1.7 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 Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element 1 L cr....-Initia Eiefodrik tie , E Wawa Al . CkiDerti NG , Cleweint N-7 otmeititiyp Ckirg.nt#40 t.ciairol bola . , Siiibilll „,,ai 1 frolcsut 1,17A.s: tap algiinnt Mow P41)11414 P'citar.:; 1 ,.,nrktrol C4ntrol Da- 54rikfte-rit , ehiringb. . Impact Firm katess- r cq4Z111; hatfriveioNeDilte APO Carla 41110 , .,. 1 150 010ip C2.01: praps4,010 Chanitols _. B[Ai P CHI 2:Chibririel Lilting _. . ar.L1P P03; tA4,44r 13221T mi' ./ Bail? 9204; Pima Slope Ontris 45111 _ - - - OW OM 011tlitlwilacol ittralPs i ------ - ------------- -— ------------ . @MP cpae Level Spreltlei• fi. :IAMP.C2117.1 Chink Eidtrd lel 1 4E0 .i . . . Hrlie 1;:ofia: TriRngular$41:Otto(cRictoxitioi 1 1., ' Lit nasucl C.iu ch.Dam) MAP C209: OutleE Pliectecii;ari I B.MP C720; Storni Dralif Iniat'Proleciort el IltalP C231: EttLiab Bart I • , . , . I OMP C232; Crawl! Niter bean ' ----- 1.4,4r-cr.4m 64-irlzric . .••• • 110 : rIAP C234: NicF4..5prilMoti MO set t.•''' ......._ ElMP Cirag-; 1,44)010 4110 _ - EIMP*10236.;Veigitotivi, Filtration e MI 64111.-;. riedirpont'T-go 1 ID 4111110 BUIP C24 il Ttoiwnt-ary Setlivent Pond Fif* If I --- -- - -- - - - --- i - i __ _. 'LIMP 032SE: extisaiati tridi SmtittetaiW f ClieNticel Ilvalirent I, ........._......_......, .. .......,....„„..._,,,,...r., .........._,.. _............„._.#).7. 11..F.S.-b--- --.....-,------ [BUIP C251:4, ,atietrilellos Stotrirmiatof • - i ' 'PillirOun , i i BMP C25Mitati pli Neuiralltallon litirig COz --- f lertiP Oz5.3gpti epottoi bt High F11-1 Vvator ite* Version Date: February 20, 2019 Table 4.1.1 Source Control BMP's by SWPPP Element Element#1 Element#2 Element#5 Element#6 Element49 Element#11 Element412 Element#13 HAP or Elen-uent Name Presence Establish Protect Control Maintain Manage the Protect Low Vegetation/Matt Construction Souls Slopes Pollutants El VIPs Project impact Clearing Limits Access Develo ment BLIP C101: Preserving Natural Vegetation V BMP C102;D tiller Zones0 0 BMP C103:High Visibility Plastic or Metal Fence 13MP C105: Stabilized Construction Entrance 1 Exit BLIP C106: Wheel Wash -- BLIP C107: Construction Road/Parking Area Stalbilization BMP C120:Temporary and Permanent Seeding BMP C121: Mulching BLIP C122: Nets and Blankets V BLIP C123: Plastic Covering ✓` Bfu7P C124: Sodding V B MP C125: Topsoiling l Composting V BMP C128: Polyacrylanride for Soil Erosion Protection BMP C130: Surface Roughening V V B MP C131: Gradient Terraces V V BMP C140: Dust Control V BMP C150: Materials On Hand V BMP C151: Concrete Handling <_v' B MP C 152: Sawcutting and Surfacing CV^ Pollution Prevention BLIP C153: Material Delivery, Storage and v Containment BMP C154: Concrete Washout Area V BMP C160: Certified Erosion and V Sediment Control Lead B MP C162: Scheduling V 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 IN 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. IN If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. ▪ Conduct street washing only after sediment is removed in accordance with the above bullet. II Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. PRESERVE THE NATURAL VEGETATION PER BMP C101 PROVIIDE BUFFER ZONES PER BMP C102 SATISFY REQUIRMENT OF BMP C103 FOR HIGH VISIBILITY PLASTIC OR METAL FENCE BY PROVIDING A SILT FENCE PER BMP C233 PROVIDE STABILIZED CONSTRUCTION ENTRACE TO CONFORM WITH BMP C105 Version Date: February 20, 2019 ELEMENT 3: Control Flow Rates Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). € If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Given the critical area on site, infiltration is not feasible UL-TL-/L 6 ; 1 /'Jr r; '1AP, PE f G 2 L-0 ELEMENT 4: Install Sediment Controls • Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ■ Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. ■ Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. • Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge town 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 wate column. m 05 EGt u(IL12. 0 slut fENGe PC12- p C233 Aivp .5T' Aw -- Version Date: February 20, 2019 W A T L E ,y P 13 I p £ 2 3 5 ELEMENT 5: Stabilize Soils ▪ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. • Control stormwater volume and velocity within the site to minimize soil erosion. ■ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. • Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 —Sept 30): 7 days 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. pROV( ii C'%A R' AND PE2/"Lq.A/Enir -5"-E 1701 ( PEA'6/4P C i Z o p/t,vN 5g MVLC1 i ✓vU Pe23MP Ci7 l ELEMENT 6: Protect Slopes ■ Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). Version Date: February 20, 2019 ■ 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. 1 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 1 A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. ■ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ■ Place check dams at regular intervals within constructed channels that are cut down a slope. • Consider soil types and its potential for erosion. ■ Stabilize soils on slopes, as specified in Element 5. ■ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. pf VI E CH EC k M/" $ Pe Z 6 t1 P C2.o 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. Lni 6 Tc44 5c-c al-cc, • ts5tJ - SS Oot 5 -r•-( —40-20-c ) . 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. 1 L� Pq1.-ec ►-o Sa,_A ti 1--5 c -1_,$ 75 5 k �t ELEMENT 9: Control Pollutants ■ Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ■ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ■ 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. • 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. III 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. am'P C-1,54 - Gst-1c4LkiTE. WO.SA- ) K'oN -Pac�.5 o E4i- • . i1-�•= T�-�c K w ass N ov, F3wc AT tM i 4C C_ILIN24..-ca'\>i- "l" 4342- 11 *.i VA ?1me.-s- 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. 15d^1f1/412 04, 15 C.\ 1�1-'��� �N Dr '-c( Ci St I .)(—C IT I S ELEMENT 11: Maintain BMPs IE 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. It 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. Si 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. It Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. i ��-*a-�� �.,�,�-►��L 1 .�� G��� c.�� t� Rom' lM i (Kilt--fi r e Lib A.5 lnr Ir�-y t_v2t)5 t rna� 1z duS IN. B .503 nM1 t-nNA. i 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. • 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. t�i u1-).cK T-t L_- �2 �N ae-it to ivk‘N,JPrcja 1'z f i z ,t - 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 pplicant Signature Date Version Date: February 20, 2019 TAB 3 (MINIMUM REQUIREMENT#3) • 1-2.5.3 Minimum Requirement#3—Source Control of Pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. PROJECT IS EXEMPT:SINGLE FAMILY PROJECT 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. PROJECT WILL NOT CHANGE THE NATURAL DISCHARGE OF THE PROPERTY 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. Version Date: February 20, 2019 TAB 5 (MINIMUM REQUIREMENT#5) • Minimum Requirement#5—On-site Stormwater Management Project thresholds that trigger Minimum Requirements #1 through #5, shall utilize the On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7— Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria. Is this project Flow Control Exempt? YES (Yes\No) (See Appendix 1-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). si into The project site must be drained by a conveyance system that is comprised entirely of manmade conveyance elements(e.g., pipes, ditches, outfall protection) and extends to the ordinary high water line of the exempt receiving water; DUE TO THE LOT BEING ROCK, ALL ITEMS FROM LIST#1 ARE DECLARED INFEASIBLE. PROJECT WILL CONNECT DIRECTLY TO STORM SYSTEM 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. BMP T5.13: DEFERRED SUBMITTAL, SEE ATTACHED TEST REPORT FOR TOPSOIL TO BE USED ON SITE. Version Date: February 20, 2019 APPENDIX 1 — Survey performed by a Professional Land Surveyor See Plat Map showing Lot 1 of "The Breeze" Auditors File AF#200606220058. Version Date: February 20, 2019 • ' FLAT OF LOTS 19 A \ D 20 PLAT OF A \ ACO REACH Now KAE-z6" C - " THE B E E Z E " IN THE SE 1 /4 OF SECTION 27 , T.. 3 5 \ . , R .. 01 E . , W.. \A . AUDITORS CERTIFICATE FILED FOR RECORD AT THE REQUEST CITY OF A\ ACC) . TES OFSChiEMMERENGIfdEERINGINC. � � S � AGI T COU � TY WASH I \ GTO\� Ii111III1I1III111IIIH1110 200606220058 LEGAL DESCRIPTION OF PARENT PARCEL: Skagit County Auditor LOTS 19 AND 20, PLAT OF ANACO BEACH AS RECORDED IN VOLUME 5 OF PLATS, PAGE 4, RECORDS OF SKAGIT COUNTY, 6l22l2006 Page 1 of 211:36AM WASHINGTON, AS AMMENDED BY BOUNDARY LINE ADJUSTMENT RECORDED UNDER AUDITOR'S FILE NO. 200605300005, RECORDS OF SKAGIT COUNTY, WASHINGTON. TOGETHER WITH VACATED PORTION OF ANACO BEACH ROAD n('Y/ ANP AS REV is4'1 1 H A-F. 2,006 oG oa o113. 5 E E P. 2 Fo1C LG1.. VE56, N ,Mr�I1r 1� ZONING R-2 �1 ,11► ` (---- Aittiat/260.0.04......) BUILDING SETBACKS: SKAG COL A ITOR DE FRONT 20 FEET OWNER'S DECLARATION: BACK 20 FEET KNOW ALL MEN BY THESE PRESENTS THAT WE, THE UNDERSIGNED OWNERS, DECLARE THAT THIS SUBDIVISION WAS MADE WITH SIDE 5 FOOT MIN, 15 FEET TOTAL OUR FREE CONSENT AND IN ACCORDANCE WITH OUR WISHES. IN ADDITION, THE UNDERSIGNED OWNERS AS HOLDERS OF THE WATER AND SEWER CITY OF ANACORTES LAND HEREBY PLATTED, DECLARE THIS PLAT AND DEDICATE TO THE USE OF THE PUB +1•, ' STREETS, SHOWN HEREON • AND THE USE OF FOR ALL BLIC PUR OSES CONSISTENT WITH PUBLIC ROAD ' " BASED ON THE FOREGOING FINDINGS OF FACT AND CONCLUSIONS OF LAW, THE ANACORTES PLANNING DIRECTOR IS HEREBY AUTHORIZED TO ISSUE J Q • PRELIMINARY PLAT APPROVAL FOR THE BREEZE AT ANACO PRELIMINARY PLAT SUBJECT TO THE FOLLOWING CONDITIONS: PEOPLES BAN - way (1) PRELIMINARY PLAT APPROVAL AUTHORIZES THE APPLICANT TO PROCEED WITH APPLICATION FOR NECESSARY PERMITS TO CONSTRUCT REQUIRED ,,tee._. IMPROVEMENTS AND TO PREPARE A FINAL PLAT iN ACCORDANCE WITH THE DETERMINATIONS MADE AND CONDITIONS IMPOSED BY THE CiTY COUNCIL. ANACO WEST CORP. - THE SCOPE OF THIS PLAT IS NOT TO EXCEED THAT AS SET-OUT IN THE PRELIMINARY PLAT APPLICATION AND THE ACCOMPANYING SEPA CHECKLIST; AMI* • APPROVAL OF THIS APPLICATION DOES NOT WAIVE OR ALTER ANY REQUIREMENTS OF CITY CODE UNLESS SPECIFICALLY ADDRESSED HEREIN. IN THE STATE OF WASHINGTON -1�;' CASE OF ANY CONFUCT BETWEENTH THESE CONDITIONS AND E APPLICATION THESE CONDITIONS CONTROL COUNTY OF SKAGIT / • • • (2) A FiNAL PLAT MEETING ALL REQUIREMENTS OF THIS CHAPTER SHALL BE SUBMITTED TO THE CITY COUNCIL FOR APPROVAL WITHIN FIVE YEARS OF THE ., • DATE OF PRELIMINARY PLAT APPROVAL AN APPUCANT WHO FILES A WRITTEN REQUEST WITH THE CITY COUNCIL AT LEAST THIRTY (30) DAYS t g ig T CERTIFY AT ON THE DAY OF 2006, BEFORE ME, THE UNDERSIGNED, A NOTA' •-- PE175011AL(Y APPEARED BEFORE THE EXPIRATION OF THIS FIVE (5) YEAR PERIOD SHALL BE GRANTED ONE (1) ONE-YEAR EXTENSION UPON A SHOWING THAT THE APPLICANT HAS ATTEMPTED IN GOOD FAITH TO SUBMIT THE FINAL PLAT WITHIN SAID FIVE YEAR PERIOD. TO ME KNOWN TO BE THE INDIVIDUAL WHO EXECUTED THE WITHIN DEDICATION AND ACKNOWLEDGED TO ME THAT HE(SHE) SIGNED (3) IF A FINAL PLAT MEETING THE REQUIREMENTS OF SECTION 16.020 OF THE CITY SUBDIVISION ORDINANCE iS NOT SUBMITTED TO THE PLANNING AND SEALED THE SAME S THEIR VOLUNTARY ACT AND DEED FOR THE USES AND PURPOSES THEREIN MENTIONED AND TO OA.i.• , TED THAT HE WAS DIRECTOR WITHIN FIVE YEARS, AND THE PERIOD OF ANY EXTENSION GRANTED, PRELIMINARY APPROVAL SHALL BE NULL AND VOID AND ANY NEW AUTHORIZED TO EXECUTE SAID INSTRUMENT. APPUCATION THEREFORE MUST BE IN ACCORDANCE WITH ALL REQUIREMENTS IN EFFECT AT THE TIME OF REAPPLICATION. WITNESS MY HAND AND OFFICIAL SEAL THE DAY AND YEAR FIRST ABOVE WRITTEN. (4) ALL WORK DONE PURSUANT TO THE PRELIMINARY PLAT DRAWINGS SHALL BE CONSISTENT WITH THESE FINDINGS AND CONDITIONS WITH ANY CONFLICTS csiti& BETWEEN THESE BEING RESOLVED IN FAVOR OF THE CONDITIONS. THE PRELIMINARY PLAT MAY BE MODIFIED BY THE PLANNING DIRECTOR IF IT IS ► •• DETERMINED THAT SUCH MODIFICATION DOES NOT SUBSTANTIALLY CHANGE THE DENSITY OR USAGE OR INCREASE THE BULK PROPOSED. OR - OTHERWSE INCREASE THE IMPACT OF NE DEVELOPMENT. IF THE PROPOSED CHANGES ARE NOT WITHIN THE SCOPE AND INTENT OF THE PRELIMINARY PLAT, THE APPLICANT SHALL APPLY FOR A NEW PRELIMINARY PLAT. NOTARY PUBLIC IN itif,FOR THE STATE OF WASHINGTON Nil A • (5) THE PROJECT SHALL COMPLY WITH THE CITY OF ANACORTES CONSTRUCTION STANDARDS. AS MODIFIED HEREIN, AS REQUIRED BY THE DIRECTOR OF STATE OF WASHINGTON � 4 •. +f► • PUBLIC WORKS FOR WATER, SEWER, STREET ACCESS. AND STORM DRAINAGE. ALL WORK PERFORMED WITHIN PUBLIC RIGHTS-OF-WAY SHALL COUNTY OF SKAGIT RESIDING AT y COMPLY WITH CiTY CONSTRUCTION STANDARDS AND ALL. UTILITIES SHALL BE CONSTRUCTED TO CiTY STANDARDS. (6) ENGINEERING AND INSPECTION FEES IN THE AMOUNT OF S500 PLUS 2% OF THE TOTAL CONSTRUCTION COST SHALL BE DUE AT OR BEFORE THE THIS IS TO C TiFY THAT ON THE DAY OF�� 2006, BEFORE ME, THE UNDERSIGNED, A NOTARY PUBLIC, P 'EARED • MANDATORY PRE-CONSTRUCTION CONFERENCE. NO CONSTRUCTION ACTIVITY IS ALLOWED UNTiL CONSTRUCTION PLANS ARE APPROVED, FEES HAVE BEEN PAID, AND THE PRE-CONSTRUCTION CONFERENCE COMPLETED. MaLk . _ , TO ME KNOWN TO BE THE INDIVIDUAL WHO EXECUTED THE WITHIN DEDICATION AND ACKNOWLEDGED TO ME THAT HE(SHE) (7) THIS PROJECT IS SUBJECT TO APPLICABLE WATER, SEWER, AND STORMWATER GENERAL FACILITY AND HOOKUP FEES AND TRANSPORTATION, FIRE, SIGNED AND SEALED THE SAME AS THEIR VOLUNTARY ACT AND DEED FOR THE USES AND PURPOSES THEREIN MENTIONED AND TO OATH STATED THAT HE SCHOOL, AND PARK IMPACT FEES. THESE FEES ARE PAYABLE AT LEVELS IN EFFECT AT THE TIME OF BUILDING PERMIT ISSUANCE AND MAY DIFFER WAS AUTHORIZED TO EXECUT_ SAID INSTRUMENT. FROM THOSE FEE LEVELS CURRENTLY IN EFFECT; SEWER AND WATER LATECOMER CHARGES MAY BE PAYABLE. WITNESS MY HAND AND OFFICIAL SEAL THE DAY AND YEAR FIRST ABOVE WRITTEN. (8) A TEMPORARY EROSION SEDIMENTATION CONTROL PLAN SHALL BE PREPARED AND SUBMITTED IMTH THE GRADING PLAN FOR APPROVAL BY THE CITY cji __ DIRECTOR OF PUBLIC WORKS. THE PLAN SHALL IDENTIFY THE POTENTIAL FOR EROSION AND DOWNSTREAM SEDIMENTATION DURING CONSTRUCTION t2t_____KLIL AND DESCRIBE THE MEASURES THAT WILL BE USED TO MITIGATE IMPACTS OF EROSION. MEASURES THAT WILL LIKELY BE EMPLOYED INCLUDE SEDIMENTATION PONDS, SILT FENCES, HAY BALE FILTERS, AND RESTRICTING THE AMOUNT OF EXCAVATION UNTIL CONDITIONS ARE FAVORABLE. (9) PRIOR TO CLEARING OR FILL AND GRADE BEGINNING, BOTH A LARGE PARCEL STORMWATER PLAN AND A WATER QUAUTY CONTROL PLAN, AS SPELLED NOTARY PUBLIC IN IN AND FOR THE STATE OF WASHiNGTON OUT IN THE CITY'S STORM DRAINAGE ORDINANCE # 2441, SHALL BE PREPARED BY THE APPUCANT, APPROVED BY THE CITY DEPARTMENT OF PUBLIC TREASURER'S CERTIFICATE; RESIDING AT a1� �� WORKS, AND IMPLEMENTED. THE WATER QUAUTY CONTROL PLAN SHALL ADDRESS PERMANENT BEST MANAGEMENT PRACTICES TO BE INCORPORATED am IN THE PROJECT TO CONTROL POLLUTION OF STORMWATER RUNOFF AFTER CONSTRUCTION AND/OR LAND CLEARING ACTIVITIES ARE COMPLETED. ALL ON-SITE DETENTION PONDS AND ALL OFF-SITE STORMWATER IMPROVEMENTS SHALL BE MADE BEFORE CONSTRUCTION OR VEGETATION REMOVAL I HEREBY CERTIFY THAT ALL TAXES HERETOFORE LEVIED AND WHICH HAVE BECOME A LIEN UPON BEGINS. APPUCANT SHALL DELINEATE THE PROPERTY BOUNDARIES AND CLEARING LIMITS WITH ORANGE CONSTRUCTION FENCING PRIOR TO CLEAR THE LANDS DESCRIBED ABOVE, HAVE BEEN FULLY PAID AND DISCHARGED ACCORDING TO THE AND GRADE TAKING PLACE. RECORDS • OF MY OFFICE, UP TO AND INCLUDING THE YEAR 200 • (10) FIRE HYDRANTS ARE TO BE LOCATED AS APPROVED BY THE CITY FIRE CHIEF. FIRE FLOW SHALL BE ADDRESSED IN A MANNER ACCEPTABLE TO THE FIRE CHIEF AND TO THE PUBLIC WORKS DEPARTMENT. ye • ' oN, (11) IN KEEPING WITH THE CITY'S STREET GRID STREET NAME SYSTEM, THE PUBLIC WORKS DIRECTOR SHALL APPROVE STREET NAMES. X 'y�h(12) THE CITY ENGINEER SHALL APPROVE ALL STREET PAVEMENT THICKNESS. (�1.�i � S � ``� ie (13) SCHOOL BUS WAITING AREA(S) AND MAILBOX LOCATIONS SHALL BE AS DETERMINED BY THE CITY ENGINEER. SKAGIT OUN DA TREASURER T r t s 1 t I I 1 1 (14) ALL LOTS CREATED UNDER THiS PLAT SHALL BE SUBJECT TO ALL CITY OF ANACORTES CHARGES FOR UTILITY SERVICES UNIFORMLY CHARGED THROUGHOUT THE CITY OF ANACORTES INCLUDING APPLICABLE GENERAL FACILITIES CHARGES. (15) STREET AND SIDEWALK DESIGN SHALL MEET ADA STANDARDS. APPROVALS: (16) STREET UGHTING SHALL BE ENERGY EFFICIENT AND INSTALLED AS PER PSE SCHEDULE 52, OPTION "B", AND SHALL BE INSTALLED AS APPROVED BY THE CITY ENGINEER. (17) CITY WATER QUALITY STANDARDS SHALL BE MET AS REQUIRED BY THE CITY ENGINEER, I HEREBY CERTIFY THAT ALL TAXES HERETOFORE LEVIED AND WHICH HAVE BECOME A LIEN UPON (18) FIRE SPRINKLERS FOR STRUCTURE PROTECTION MAY BE REQUIRED BY THE FIRE DEPARTMENT. (19) NO MOOIF1CAT1ONS TO CITY STANDARDS BEYOND THOSE SET FORTH IN SECTION 7.3.9.1 ARE AUTHORIZED. THE LANDS DESCRIBED ABOVE, HAVE BEEN FULLY PAID AND DISCHARGED ACCORDING TO THE (20) INTERSECTION DESIGNS SHALL BE APPROVED BY THE CiTY ENGINEER. RECORDS OF MY OFFICE, UP TO AND INCLUDING THE YEAR 200_. (21) THE SEWER SHALL BE PUBLIC WITH ACCESS FOR MAINTENANCE APPROVED BY THE PUBLIC WORKS DIRECTOR. - (22) ADDRESSES SHALL BE: ANACO BEACH PLACE - LOT 1 - 4423; LOT 2 - 4421; LOT 3- 4419, LOT 4 - 4411, LOT 5 - 4417, AND LOT 6 - 4415. 7:). (23) A CLEARING AND GRADING PLAN SHALL BE PROVIDED WHICH CORRESPONDS WITH THE SITE ASSESSMENT PROVIDED BY ADVANCED ENVIRONMENTAL , *41''Oj SOLUTIONS DATED NOVEMBER 2004. R 1117 U (24) A SITE SPECIFIC CEO-TECHNICAL REPORT SHALL BE PROVIDED FOR EACH BUILDING SITE TO ADDRESS BUILDING FOUNDATION AND DESIGN AND STORM ANA TES CITY TREASURER DATE WATER CONCERNS PRIOR TO BUILDING PERMIT ISSUANCE FOR EACH LOT. Ikpdy (25) A LANDSCAPING PLAN SHALL BE APPROVED BY THE PLANNING COMMISSION PRIOR TO CLEARING, GRADE, AND FILL TAKING PLACE. Vt:(26) THE BREEZE SHALL CONSTRUCT A GRAVITY SANITARY SEWER AS APPROVED BY THE PUBLIC WORKS DIRECTOR. IN THE PROPOSED ACCESS 'CUL-DE-SAC, AT A DEPTH SUFFICIENT TO ALLOW FUTURE GRAVITY MAIN UNE EXTENSIONS TO THE SOUTH AND EAST. THE SEWER SHALL BE STUBBED TO THE EDGE OF THE RIGHT-OF-WAY TO ALLOW FOR FUTURE CONNECTION WITHOUT DISTURBING THE STREET IMPROVEMENTS. 4# �27 AS AN ELEMENT OF THE REQUIRED LARGE PARCEL STORM WATER PLAN, INDIVIDUAL ON SITE WATER QUALITY TREATMENT iS REQUIRED FOR EACH LOT THE WITHIN AND FOREGOING PLAT IS APPROVE- IN ACCORDANCE WITH ►s.s•( ) IN THIS DEVELOPMENT. THE PROVISIONS 0 THE CITY OF P9�N-ACORTES SUBDIVISION ORDINANCE (28) THE PROPOSED ACCESS CUL-DE-SAC IMPROVEMENTS SHALL TERMINATE PRIOR TO THE EXISTING MARINE DRIVE CURVE AT A DISTANCE DETERMINED THIS - 4'DAY OF . . ' _, 20 O P BY THE PUBLIC WORKS DIRECTOR TO ALLOW FOR COORDINATION OF THE FUTURE PROPOSED MARINE DRIVE IMPROVEMENTS. - A b 4:2, / (29) THE PUBLIC WORKS DIRECTOR, TO ADDRESS LOCAL DEVELOPMENT IMPACTS ON THE LOWER MARINE DRIVE CURVE, HAS ESTABLISHED A FUNDING • As PROPOSAL THAT DISTRIBUTES THE DESIGN AND CONSTRUCTION MANAGEMENT COSTS OF THE PROPOSED CAPITAL PROJECT TO ADJOINING AP(1*-TNISTRATOR-� Ne DEVELOPMENT. THIS AMOUNT EQUATES TO 35% OF THE EXPECTED PROJECT COSTS. THIS 35% HAS BEEN FAIRLY DISTRIBUTED TO ADJOINING SU: DEVELOPMENT ON A SQUARE FOOTAGE BASIS. THE BREEZE IS REQUIRED TO CONTRIBUTE FUNDS IN NE AMOUNT OF $31,350 AS THEIR SHARE OF , N7141i0 NE REQUIRED FUNDING. THESE FUNDS ARE IN ADDITION TO NE POSSIBLE FUNDS TO BE REALIZED THROUGH NE STREET VACATION PROCESS. / —• .,G� (30) APPLICANT SHALL PROVIDE AN EASEMENT TO PROTECT PUBUC UTILITIES. CIS c VEER 40 (31) WORKS CONSOLIDATED INGRESS AND DIRECTOR PROPOSED DRIVEWAY LOCATIONS FOR SAFETY INCLUDING SIGHT VISIBILITY AND ACCESS ^ "�l � 41 ��aiiIM,IVaiiiiiiii�. CITY •F ACO S JOB NO. �� °ao MO . SURVEYOR'S CERTIFICATE IPP SKAGIT COUNTY 04-090 j'Lprr OE T4 e 8 R EE z.. �' �`Q��,b�- �••�J 4. THIS MAP CORRECTLY REPRESENTS A DRAWN PEM VICINITY MAP N.T.S. SHEET ANACO WEST CORPORATION • H 1 s S SURVEY MADE BY ME OR \UNDER MY CHECKED -7TS SCHEMMER ENGINEERING INC. �r:� 59� o::�,i DIRECTION IN CONFORMANCE WITH THE 13725 GOODMAN LANE SUS VEY RECORDING ACT. BY S ��T���:Q,°+ DATE BY APP REVISIONS 1 OF 2 317 COMMERCIAL AVENUE, SUITE 101 - ' ',N 5 PAUL E. MONOHON CERT#25971 c �L L A>i� O ANACORTES WA. 98221 ANACORTES, WA 98221 (360) 293-9006 l�� IxP`R�Es`"bb'•I 07 DATE "Za^2.Do(o CAD FILE:04-231 BREEZE PLAT pAIGE}g DATE:6/20/06 •.,,,,,, ,. „, .• 1 REPLA T o f i.oTS 19 AN Co 2.0, PLAT of A)Aco BEAC 1-1 Noun KNow N AS "-7"1-1-E BREEZE "THE BREEZE" IN THE SE 1 /4 SECTION 27, T. 35 N . , R 01 E, W. M . OFAUDITORS CERTIFICATE MMER ENGINEERING FILED FOR RECORD AT THE REQUEST INC. CITY OF ANACORTES, SKAGIT COUNTY, WASHINGTON iltilllinitQ0 Skagit County Auditor 6/2 212 0 0 8 Page 2 of 211:35AM LEGAL DESCRIPTION OF PARENT PARCEL LOTS 19 AND 20, PLAT OF ANACO BEACH AS RECORDED IN VOLUME 5 OF PLATS, PAGE 4, RECORDS OF SKAGIT COUNTY, WASHINGTON. EXCEPT THAT PORTION OF SAID LOT 19 DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID SKAGIT COUNTY AUDITOR DEPUTY LOT 19; THENCE 5 51-02'18"W 42.37 FEET ALONG THE NORTHWESTERLY LINE OF SAID LOT 19 TO THE POINT OF BEGINNING; 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 Cl FEET, CENTRAL ANGLE OF 26'19'30"; THENCE ALONG A NON TANGENT CURVE TO THE LEFT HAVING A RADIUS OF 46.00 FEET, LENGTH OF 55.61 FEET, CENTRAL ANGLE OF 69'15'55", CHORD BEARING OF S 44'16'21"W, AND CHORD LENGTH OF 52.29 FEET; THENCE N 82'21'35"W 40.23 FEET TO THE EASTERLY LINE OF SAID LOT 19; THENCE N 51'02.18"E 108.21 FEET TO THE POINT s 6j. REPLACED ORIGINAL OF BEGINNING. s62 6.2261 CASED MONUMENT WITH TOGETHER WITH THAT PORTION OF LOT 3, SANDY BEACH SHORT PLAT AS RECORDED UNDER A.F. 200501120062 DESCRIBED AS S? F NEW CASED MONUMENT FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF SAID LOT 3; THENCE N 57'52'26"W ALONG THE NORTHERLY LINE T IN SIDEWALK OF SAID LOT 3 70.16 FEET; THENCE S 27'11'03"E 51.92 FEET; THENCE S 8'47'43"E 17.97 FEET TO THE EASTERLY LINE OF SAID LOT 3; THENCE N 51'02'18"E 42.37 FEET ALONG SAID EASTERLY LINE TO THE POINT OF BEGINNING. �'t TOGETHER WITH VACATED PORTION OF ANACO BEACH ROAD. NOTE: 9,2 MOST NORTHERLY CORNER OF LO 19 IS THE SAME POINT AS THE MOST EASTERLY CORNER OF LOT 3 THIS PLAT VACATES THE SS SOUTH HALF OF ANACO �S� 3 BEACH ROAD AS SHOWN MAIN TAINANCE / 'v EASEMENT TO CITY p6�' Ili 1, `' � `fl -..,*5), S OF ANACORTES / �1`L° L6 o -'1. ' �2�6- / A.F. 200606200084 o°gp `• 9 !y \ L1 S 08'11'00"W 8.17 / / �° ti LOT 3 = N: 18 Lq�q� ?\ L2 S 62'30'20"W 17.74 aL5 t.) C2 s y>>\ / " L3 S 82'21'35"W 40.23 / Q�P� �� Cl �?q,1, 6�2s / SCALE 1 =50 L4 N 81'36'10"W 5.49 o�ti �A� .• 3 4 • 4cp ��T \� L5 S 08.47'43"E 17.98 / 5'' \ �� 6F �� L6 N 57'52'26"W 70.16 / GZ p6)-��I� a rn LOT 1 �C'y 0 25 o C1 R=50.00 L=31.11 d= 35'38'48" -k%FP pc,-p ��l� M a ., 14312 sQ.Fr. Rojo �.. cv co ADDRESS g O LOT2 O' 9 cc, :� 4 C2 R=68.00 L=42.31 d= 35'38'48" �q� o�yp ��,`e' o C3 0 O FOUND CASED STREET C3 R=46.00 L=32.19 d= 40'05'54" N\ 0 _ S 89'.1%06' W _ L ' L3 3.62 FT t, MONUMENT APRIL, C4 R=46.00 L=40.41 d= 50'2Q 18' �'� 2006 C5 R=46.00 L=30.00 D= 37'22'01" HEIGHT RESTRICTION: C= L4 C4 HEIGHT OF STRUCTURES ON •� LOT 2 yo 0 FOUND REBAR AND CAP C6 R=46.00 L=30.00 D= 37'22'01" LOT 6 NOT TO EXCEED 14 P') / 15619 SQ.FT. i APRIL, 2006 C7 R=46.00 L=30.00 d= 37'22'01" FEET ABOVE THE HIGHEST P� y C ADDRESS C8 R=46.00 L=30.50 d= 37'S9'43" POINT ON LOT 6. �\�F $yCb �, \ SET REBAR AND CAP 69'15'55" ql `L/ r<v L2 C6 \ • C9 R=46.00 L=55.61 d= / p i ORIG. LOT 19 ti - 6 0 "PEM LS 25971" / N ?' o C10 R=29.5 L=13.56 d= 26'19 30 �oJ ,,o/m /~ i9s�`y0`s, O SET CASED STREET C11 R=50.00 L=95.74 d=109'42'30" LOT 6 ")cl,cv �6, 126300 SQ.FT. ,4 `sT\ I o MONUMENT / y�j `I' 14794 SQ.FT. ? '��/^°` LOT 4 �‘o ADDRESS N / �� ADDRESS / o J �� S / 13447 SQ.FT. �;v, f SURVEY NOTES: �'O� 6',���; 3 ADDRESS ���Idd 5 F ry� 1725� BASIS OF BEARINGS IS BETWEEN FOUND, /c1 ,/,moo CASED, STREET MONUMENTS ON ANACO tio�� • / ry ORIG. LOT 20 �562 BEACH ROAD. N 57'52'27" W FROM SURVEY / RECORDED UNDER A.F. NO. 9505110065, s,S ° �' LOT 5 .1- •g8-- -- 0- �� RECORDS OF SKAGIT COUNTY. e&, � `�o 16468 SQ.FT. �P,p0 A6 F'06, ADDRESS 02 0 W EXCLUSIVE 5' WIDE BEACH ACCESS EASEMENT THIS SURVEY WAS PERFORMED IN THE FIELD ALS, 90 ' s �7 RESERVED FOR NON MOTORIZED USE OF USING A LEICA TCRA1103 ELECTRONIC TOTAL e •9s OWNERS AND GUESTS ACCOMPANIED BY ADULT STATION. -1)._ ,<7 OWNERS OF LOTS 3,4, AND 6. ERROR OF CLOSURE MEETS OR EXCEEDS WASHINGTON STATE STANDARDS JOB NO. PLAT OF THE BREEZE .�'""""'"WSW SURVEYOR'S CERTIFICATE . E MO 04-231 ;bt;' y7a ;• ' THIS MAP CORRECTLY REPRESENTS A DRAWN PEM SHEET ANACO WEST CORPORATION Q:,, SURVEY MADE BY ME OR \UNDER MY r� `" DIRECTION IN CONFORMANCE WITH THE CHECKED ITS 13725 GOODMAN LANE SCHEMMER ENGINEERING INC. : p SURVEY RECORDING ACT_ BY �f.'! 1 ��q'�``� DATE BY APP REVISIONS 2 OF 2 317 ANACORTES, CI L AVENUE, (360) 293-9006 t,��/ At LA o SJ� DATE PAUL E. MONOHON CERT#25971 ANACORTES, WA 98221 •‘+• E'er I.r,/V, � 1� 6�2� 2.40�j CAD FI LE:04-231BREEZE PLAT#OBfiOT DATE:4-13-06 APPENDIX 2—Soils Anaylsis (Volume 1, Chapter 3.1.1) Version Date: February 20, 2019 APPENDIX 3— Model Soil Management Plan for BMP T5.13 Note: Document is provided under Minimum Requirement 5 in this document Version Date: February 20, 2019 Waypoint ANALYTICAL Anaheim Office Lab No: 19-115-0004 May 6, 2019 Skagit Soils, Inc. 13260 Ball Road Mt. Vernon, WA 98273 Att: Craig PROJECT: GENERAL SOIL MI X Attached are the results of the analysis performed on a soil sample that was received by our laboratory on 04/25/2019. This sample was analyzed for nutrient levels, general chemistry, and physical characteristics in preparation for its use as import topsoil. Analytical Results: The reaction of the soil is slightly alkaline at 7.2 on the pH scale, which is suitable for a broad range of plants and no pH adjustment is recommended. Qualitative lime is low, indicating that the soil is weakly buffered against downward pH changes. Salinity (ECe) is elevated indicated by the 4.8 dS/m reading but is due primarily to an abundance of the soluble nutrients calcium, magnesium, and potassium which are not as injurious as other salts, such as sodium. The sodium adsorption ratio (SAR) is favorably low, indicating that the sodium present in this sample is properly balanced by calcium and magnesium. Boron is safely low, yet sufficient for plant nutrition. In terms of fertility, nitrogen and calcium levels are low. Phosphorus and magnesium are optimum while potassium is abundant at eight times optimum. For the micronutrients, copper, zinc, and iron are in the optimum range while manganese is moderate. The texture of the soil is `sandy loam', according to USDA classification standards. The combined silt and clay content was measured at 26.4% by dry weight, indicating that this material will be a good textural match for a broad range of native soils. The estimated water infiltration rate is a favorable 0.28 inches per hour. Organic content is ample at 6.0% by total dry weight of the sample. Comments The primary concern for this soil is the elevated salinity level. However, applying several thorough irrigations after the soil is put into place should bring salinity to a safely low level in the root zone, as long as drainage is sufficient to allow water to move through the soil profile. Afterwards, the sub soil may become slightly saline. Avoid deep rooting plants that are sensitive to saline soil conditions. 4741 East Hunter Ave.,Ste.A Anaheim CA 92807 (714) 282-8777 fai (714) 282-8575 fax www.waypointanalytical.com Page 1 of 3 • ay ANALYTICAL Page 2 Skagit Soils, Inc. May 6, 2019 Recommendations Surface Soil Preparation for Turf, Groundcover, and Mass Planting If feasible, prior to amending the areas where severe compaction exists, the surface soil should be ripped or tilled to a 9-inch depth. Uniformly broadcast and blend the following with existing soil to a 6-inch depth in both locations. Materials Amount per 1000 sq.ft. Ammonium sulfate (21-0-0) 7 lbs. Gypsum 30 lbs. Tree and Shrub Planting Guidelines 1. Excavate planting pits at least twice the diameter of the rootball. 2. The top of the rootball should be at or slightly above final grade. 3. Organic material is not required in the backfill. 4. Do not cover the original rootball with other soil. Ideally, a temporary soil berm is often constructed around the outer edge of the rootball to help channel water into the rootball and then into surrounding soil until roots are established in the backfill and the rootball is no longer the sole source of water for the plant. 5. Ideally, a weed and turf free zone, preferably 2-3 ft. in diameter, should be maintained just beyond the diameter of the planting hole. A 2-4 inch deep layer of coarse mulch can be placed around the tree or shrub; mulch should be kept a minimum 4-6 inches from the trunk. Maintenance Fertilization For turf, groundcover, and mass planting areas, uniformly broadcast sulfur coated urea at the rate of 5 lbs. per 1000 sq. ft. The first application should occur approximately 45 days after planting, with repeat applications every 60-90 days or as growth and color dictate. In early fall and spring, substitute a complete fertilizer such as 16-6-8, or equal, for the sulfur coated urea at the rate of 6 lbs. per 1000 sq. ft. to ensure continuing supplies of phosphorus and potassium. Tree and shrub plantings can be maintained with the above fertilizers; however, the frequency between applications should be every 120 days, with the first application 90 days after planting. Follow each fertilization with a thorough irrigation. When plants have become well established, fertilizer applications can be less frequent. If we can be of any further assistance, please feel free to contact us. Joe Kiefer 4741 East Hunter Ave.,Ste.A Anaheim CA 92807 (714) 282-8777 (714) 282-8575 fax www.waypointanalytical.com Page 2 of 3 Skagit Soils Inc. ���� � 13260 • \._,. 4741 East Hunter Ave. Suite A Ball Road \Aaypoi n �_ _- Anaheim, CA 92807 Main 714-282-8777° Fax 714-282-8575 Mt. Vernon WA 98273 ANALYTICAL www.waypointanalytical.com Project : General Soil Mix Report No : 19-115-0004 Purchase Order : COMPREHENSIVE SOIL ANALYSIS Date Recd : 04/25/2019 Date Printed : 05/06/2019 _ Page : 1 of 1 _ ._- w_._ ._ _ _a_ f Half Sat pH _ NO3 NFi4-N . ..: PO4-P _ w,K _ Ca �- g Cu _Zn Mn Fe , /° € p____ pp Sample Description - Sample ID [-- __ ECe ppm �:. ppm p ppm. ppm ppm �.. ppm m ppm ppm ppm Organic iQual dS/m __ % dry wt. . Lab No. TEC Lime Sufficiency Factors E i General Soil Mix 24 7.2 5 10 i 70 1 1300 1300 416 1.4 8.8 6 56 1 4.8 6.0 03947 1. 1 108 Low 0.3 2.4 8.0 0.7 1.7 1.0 1.6 1 0.5 1.1 J Saturation Extract Values E % Percent of Sample Passing 2 mm Screen I K B Gravel. _ _. Ca Mg Na i Sand Y _ SO4 SAR` Silt i ClayUSDA Soil Classification ? Lab No. me /L meq/L meq/L meq/Lppm e Coarse Fine Very'Coarse Coarse Med. to Very Fine q q q q meq/L i002-.05 , 0-.002 5 - 12 2 -5 I 1.-2 0.5 - 1 0.05 0.5 ; E 1 21 16.8 5.6 17.2 0.57 37 1 1.3 J 2.5 7.9 1 6.4 24.4 42.7 14.0 , 12.4 Sandy Loam 03947 Sufficiency factor(1.0=sufficient for average crop) below each nutrient value. N factor based on 200 ppm constant feed. SAR= Sodium adsorption ratio. Half Saturation %=approx field moisture capacity. Nitrogen(N), Potassium(K), Calcium(Ca)and Magnesium(Mg)by sodium chloride extraction. Phosphorus(P) by sodium bicarbonate extraction. Copper(Cu), Zinc(Zn), Manganese(Mn)& Iron(Fe) by DTPA extraction. Sat. ext. method for salinity(ECe as dS/m),Boron (B), Sulfate(SO 4 ), Sodium(Na). Gravel fraction expressed as percent by weight of oven-dried sample passing a 12mm(1/2 inch)sieve. Particle sizes in millimeters. Organic percentage determined by Walkley-Black or Loss on Ignition. * LOW , SUFFICIENT , HIGH Page 3 of 3 To RZ=NI 1� RQ t `' VS SvPFu1 2 f)ergaAtt\-, `To tvN e tCv . PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age # of pages Complete all information on page 1; only site address and permit number on additional pages. Site Address / Lot No.: Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) Site Plan showing, to scale: Areas of undisturbed native vegetation (no amendment required) New planting beds and turf areas (amendment required) Type of soil improvement proposed for each area Soil test results (required if proposing custom amendment rates) Product test results for proposed amendments AREA # (should match Area # on Site Plan) PLANTING TYPE Turf Undisturbed native vegetation Planting Beds Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION inches (depth) of scarification needed to achieve finished total 12" loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3.1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import = cu. yards per 1,000 sq. ft. Amend with compost X ,000s sq.ft. in this area Stockpile and amend = cubic yards of amendment — —> - > —> — QUANTITY: CU. YDS. ( cu. yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil & compost lift X 3.1 Amend = cu. yards / 1,000 sq. ft. Stockpile and amend X ,000s sq.ft. in this area ( cu. yds. stockpiled) = cubic yards of amendment —* —* —> —f — QUANTITY: CU. YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) = cubic yards of mulch —p -f —f —> --> - f QUANTITY: CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product #1: ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #2: ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #3: U 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 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7—NPDES Phase II Permit) Note: See attached Version Date: February 20, 2019 Western Washington Phase II Stormwater Permit 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; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. STEP 2 — Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. August 1, 2013, Modified January 16, 2015 Appendix 7- Determining Sediment Damage Potential Page 1 of 3 Version Date: 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 Transaort 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 11100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Construction Site Sediment Transport Potentoall 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 % . . . . . . . . . . . . . . . . . . . . . . . . . o . . . . . c . . . . . . . . . . . . a . . onc . . . . . . . „ con . . . . . . . . . . . . . . . . . . . . . . . . . . . , 50 B . Site Area to be cleared and/or graded : < 5 , 000 sq . ft 0 5 , 000 sq . ft . — 1 acre 30 > 1 acres 50 C . Quantity of cut and/or fill on site : < 500 cubic yards 0 500 — 5 , 000 cubic yards 5 > 5 , 000 — 10 , 000 cubic yards 10 > 10 , 000 — 20 , 000 cubic yards 25 1 > 20 , 000 cubic yards 40 D . Runoff potential of predominant soils ( Natural Resources Conservation Service ) : Hydrologic soil group A 0 Hydrologic soil group B Hydrologic soil group C 20 Hydrologic soil group D 40 E . Erosion Potential of predominant soils Unified Classification System ) : GW , GP , SW , SP soils 0 Dual classifications ( GW - GM , GP - GM , GW - GC , GP - CC SW - SM , SW - SC , SP - SM , SP - SC ) GM , GC , SM . SC soils 20) ML , CL , MH , CH soils 40 F . Surface or Groundwater entering site identified and intercepted ) . Yes 0 No 25 G . Depth of cut or height of fill > 10 feet : Yes No (9 )) H . Clearing and grading will occur in the wet season (October 1 — May 1 ) : ,- r 50 No ((1 0 h O AL POINTS 80 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) l ANACORTES_. ` • BMP C200 'PROPERTY•1NFO. ''' ' PROVIDE 2' 'WIDE"X"1.5' HIGH DIKERESt • SITE OSPREY LANE ,/, .,J 1. W/ SIDE SLOPE=2H:1V"OR FLATTER. ANA WA sa221 SITE PARCEL• P124723 rr BMP C200 \ RUNNING SLOPE=0.5Jo MIN. TO 1% MAX. ASSESSORS TAx ACCT.j 4986-000-001-000o r PROVIDE 2' WIDE' X 1.5' HIGH DIKE DIKE MATERIAL: orR SE.SEC 27. Twr+. aa,RNG Oi r W/ SIDE SLOPE=2H:1V OR FLATTER. PROVIDE PLASTIC WRAPPED SAND BAGS PARCEL SIZE: 0.33 ACRE(14,312 S.F.) ' RUNNING SLOPE=0.5% MIN. TO 1% MAX. TO DIVERT STORMWATER TO EXISTING PROPERTY OWNER RICHARD L.K)HNSC?t BURROWS DIKE MATERIAL SDCB W/ INLET PROTECTION. 2824 W LAKE SAMMAMISH PARKWAY SE BAY CHECK SUMP PERIODICALLY AND BELLEVUE.WA 98008 PROVIDE PLASTIC WRAPPED SAND BAGS CLEAN OUT SEDIMENT AS REQUIRED VI I N sMAP TO DIVERT STORMWATER TO EXISTING DURING CONSTRUCTION. rr o 0 0 0 0 6 .\ SDCB W/ INLET PROTECTION. - ,RE—VEGETATE AFTER CONSTRUCTION. ` + J s CHECK SUMP PERIODICALLY AND SQ. FT. INFO. CLEAN OUT SEDIMENT AS REQUIRED \ 9 A /1 0 DURING'CONSTRUCTION.` LOWER �CCNDInoNEDEDWAGE 135S44 S.F. 1 f RE—VEGETATE AFTER CONSTRUCTION. TOTAL COMMONER 2708 S.F. �` 9 1 \ I GARAGE 812 SF. / ;\ \ \ OEacs 2n sFQ3a n •�• 'SB-S.F. A\ \ SOUARE FOOTAGE ISMEASUREDTDTHEm\ \ s , , s , , .. , , \\.:, 7,, OUTSIDEFACEOFWALLSCFALLflNISHED\ SPACE STAIRNflLS ARE COUN1ED.DNCE INwQ1.1111111.74AV TMS CASE WITH THE MAIN FLOOR LEVB.'OPENyZW_ \ • TO BELOW SPACES ARE NOT INCLUDED IN C ll I tsmNAPpn7Cloo12-- ;, ,,b,,,,, \ CALCULATIONS GARAGE AREA IS CALCULATED /SEPARATELY. ' lli :7e .I , i 21 e11 . r' � 1 i ,� ,� '.,, � �, oBMPC233 {� •i�.�- v.�1h. s� y r �ppr'y �kli‘ `2_,... i .. . � rr ,,b1Z I °�'., 0� ♦`� \ /f? .-dr•y '4'.-.. (',, • 0y1 094 BMP C1'20 \ BMP ,f1 ,1. r �-� ! /1Pilifl -�� BMP -C1.21 �'�'�_ ,! a'C105 a, - ' '5;: ,JJIiip •,���:ip., :44,!4‘..,t,,,i,. . qt.. Ak.,.. _ q 1 .�. - �! 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The applicant should work with the the City of Anacortes Engineering on obtaining a final copy before recording. N/A:NO PERMANENT STORMWATER FACILITIES INSTALLED.