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Permit File BLD-2019-0452 4208 Osprey Lane (3)
1 0 City of Anacortes Invoice/Permit#: BLD-2019-0452 - � � 904 6th Street-- Applied date: 07/17/2019 P.O.Box 547 Issue date: 04/28/2020 -,>' -ter' Anacortes, WA 98221-0547 Expire date: 10/25/2021 :',.1' ' iI 4,>, (360) 293 1901 Job Address: 4208 OSPREY LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single-family residence per approved plans. Geotech approval of site/footing preparation is required prior to footing inspection. Owner: STEVE STOUT Contractor: Address: 4404 H AVE Address: ANACORTES WA 98221-3536 Phone: Phone: License#: General Information: Fees: Occupancy Group it-1 Stormwater Review 280.96 Use Zone R-2 Plan Application Fee 200.00 #of Bedrooms 4 Building Permit Fee 2,942.55 New or Replaced Hard Surface 3512 Plan Review Fee 1,912.66 Lot Area 12143 Mechanical Permit Fees 125.95 1st Floor Square Footage 1233 Plumbing Permit Fee 146.00 2nd Floor Square Footage 2123 State Building Code Fee Resi 6.50 Garage Square Footage 641 Sewer Inspection Fee 51.08 Deck Square Footage 296 Storm Drain GFC-Residential 1,646.69 #of Stories 2 Sewer GFC-Residential 9,774.75 Stove,Appliance 1 Park Impact Fee 615.00 Traffic Building Valuation 447182 Impact Fee 2,730.77 # Forced Air Furnace <-100k 1 Non Sprinklered SFR Fire Fee 98.36 #of Tubs, bath 2 Total Calculated: 20,531.27 #of Clothes Dryers 1 Deposits/Receipts: 200.00 #of Clothes Washers 1 #of Dishwashers 1 Total Due: 20,331.27 #of Gas Fireplace 1 #of Gas Piping 1 #of Gas Water Heaters <= 100k 1 #of Water Piping 1 #of Hose Bibs 1 of Kitchen # KitchiSinks BLD-2019-0452 2020 1 eomia iin .- 5 1 0 01 rin ...il 05/01/2020 09:50AM f an e �ooas 1 ##Cif7ShcsvL S T OUT 1 0 -afllj (NMsSingle Family Residence Permit 1 # ft 1titi1i fitFans 20,331.27 5 #rofiWWten le a (Toilet§)9,384.36 3 it lqtattleOfVtureS 1 � Y PLANNINGPLANNINCLX0MIVILINICONOMIC_DEYELQP-MENLDEPARTMEN-T - j RESIDENTIAL BUILDING PERMIT APPLICATION Mailing Address:P.O. Box 547,Anacor Office Location: 904 6th Street, Anacor Phone: (360) 293-1901 ' ill- 17419 11 PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FCi.iI Y MENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: 4208 Osprey Lane P61871 Subdivision/Lot#: PROJ XALU TION: $ APPLICANT: Phone: Steve Stout, Stout Homes LLC. 360-588-0471 Address(Street,City,State,Zip): Email Address: 4404 H Avenue, Anacortes, WA 98221 steve@stoutfish.com stoutfish.com PROPERTY OWNER: Phone: Steve Stout, Stout Homes LLC. 360-588-0471 Address(Street,City,State,Zip): Email Address: 4404 H Avenue, Anacortes, WA 98221 steve@stoutfish.com CONTACT PERSON: Phone: Underwood & Associates 360-588-0471 Address(Street,City,State,Zip): Email Address: 1005 4th Street jeremy@underwoodarchitecture.com LENDING AGENCY: Phone: Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: 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: new construction of a single family residence PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 1 ,233 sf /1 .51S L- ® Finished Basement: ❑ Unfinished Basement lst Floor SQ': 2,123 sf)? Garage/Carport SQ': 641 sf A 3 0, a37,3 2nd Floor SQ': Deck/Covered Porch/Patio SQ': 296 sf I (90Z`( Fire Sprinkler: ❑ Yes El No Lot Area SQ': 12,143.36 sf 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: Owner ❑ Agent ❑ (specify): Signature: Date: Page 1 of 5 IMPERVIOUS SURFACE AREA: -Eiifin Impervious S 1\f w Impervious SQ:p �2 � p Q : 3,512 sf Total Disturbed Land/Soil SQ': Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) i Land converted from native vegetation to lawn or landscaping SQ' Land converted from native vegetation to pasture SQ' -MECHANICAL: (Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: I Elec#: BTU: Other#: Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water Heater: #: 1 Location(s): Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: "1 Laundry#: 1 Other: Range Hood: #: 1 Location(s): kitchen Fireplace: Gas#: 1 Elec#: Other:#: Location(s): living Clothes Dryer&Duct: Gas#: Elec#: 1 Other:#: Location(s): laundry Stove/Range/Oven: Gas#: 1 Elec#: Other:#: Location(s): kitchen Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): IIIP It. TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 1N 3 " Refrigerator water supply(for water/ice dispenser): 1`` Kitchen Sink: / 1 °' Pressure Reduction Valve/Pressure Regulator: Utility Sink: i 1 xi Water Service Line: Tub: r i 2 v Water Piping: Hand Sink: N(I 5 ' Clothes Washer: 1 ' Shower: I 2 J Electric Water Heater: Tank-less? Yes ❑ No ❑ Dishwasher: 1 Backflow Prevention Device: Hose Bib: Other: .11 vow TOTAL PLUMBING FIXTURES: 1 7 Page 2 of 5 Cricchio, Kevin From: Cricchio, Kevin Sent: Wednesday, July 31, 2019 10:45 AM To: Mike Underwood; 'Jeremy McNett' Cc: Frisinger, Rob; Lange, Steve; Measamer, Don Subject: 4208 Osprey Lane Attachments: 4208 Osprey,AFN 201 5 1 0080086.pdf Mike, I'm reviewing a building permit application to construct a residence at 4208 Osprey Lane. This is an odd shaped lot with property lines that appear to be within the cul-de-sac. I do not see a landscape plan showing how 20%minimum landscape requirement or 1 tree per 1,000 SO' is being met. Please provide me with a landscape plan showing this. Thanks. Kevin Cricchio, AICP, ISA, WPIT I Senior Planner I Certified Arborist Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street ( Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Frisinger, Rob To: Jeremy McNett Subject: 4208 Osprey Lane Hi Jeremy, We are reviewing the 4208 Osprey Lane project and require additional information. 1. Foundation details and calculations. 2. Geotech report for building proximity to slope. Thanks, Rob Frisinger Plans Examiner robf@cityofanacortes.org Office (360) 588-8297 Cell (360) 391-1403 Y o COVI Jkit-ineonling and outgoing email message:arc sut iect io public disclosure requirements per RC -12. (i 1 ANACORTES PUBLIC WORKS DEPARTMENT os�Y °� Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Review Summary 1 Date:August 14, 2019 To: Dave Oicles(Permitt and Rob Frisinger(Plans Examiner) From: Steven Lange Subject: Public Works Engineering Site and Drainage Review for 4208 Osprey Lane cc: Eric Shjarback, Kevin Cricchio A review of the Building Permit documents and Drainage Report was completed on August 13, 2019. Site Plan: (Erosion and Sedimentation Plan) 1. No frontage improvements are required under this proposal. 2. Site Plan needs to match the information provided in Minimum Requirement 2. Drainage Analysis (Not Submitted) 1. There was no Drainage Report submitted with the Building Application. 2. Project is Flow-Control Exempt. Although,the project will need to perform a downstream analysis to determine adequate capacity in the existing swale where the Clyde Creek intersects with the swale along Anaco Beach Road. 3. Permit Number= BLD-2019-0452. 4. For the applicants use and record, a copy of the most recent drainage report, in Word, is provided. �49 . 4 ���`< • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services 4:117-"'P Oicles, Dave From: Jeremy McNett <jeremy@underwoodarchitecture.com> Sent: Thursday, October 31, 2019 4:44 PM To: Oicles, Dave Cc: steve@stoutfish.com; Cricchio, Kevin; Frisinger, Rob Subject: Re:4206 Osprey Ln, BLD-2019-0549 Hi Dave, we are still working through some of those items.We'll be in touch. Best Regards, Jeremy McNett Architect Office 360.588.0471 Cell 360.840.3294 1005 4th Street Anacortes, WA 98221 www.underwoodarchitecture.com Sent from my iPhone On Oct 31, 2019, at 4:21 PM, Oicles, Dave<daveo@cityofanacortes.org>wrote: j Hello Steve & Jeremy, I was checking on the status of your application and noticed there are some things pending for us to get this project moving forward. Is this project still a go? If so, this is what we are needing currently from Kevin Cricchio's letter emailed 8/21/2019 and from the Fire Marshall: 1. Report showing average original grade on elevations that show building is under max height of 35'. 2. Geotech report for building proximity to slope 3. Show on site plan how required setbacks are achieved, NGPE to rear of property, landscaping for R2 4. Stormwater Drainage Report 5. Proof of available fire flow (min 2000 gpm) or a residential sprinkler system Thank you, i Oicles, Dave From: Frisinger, Rob Sent: Friday,April 10, 2020 11:05 AM To: 'Jeremy McNett'; 'Mike Underwood'; Oicles, Dave Subject: 4206 and 4208 Osprey Lane Attachments: Geotechnical Report - Geotest 09-29-06.pdf Hi All, The geotech site assessment included with the permit applications for 4206 and 4208 Osprey Lane noted that the soil found on site was poorly placed fill with voids, and was not suitable for building on. The City can not issue the permits until we have received a site specific geotechnical report that includes site specific design and site preparation recommendations. The City has a 2006 geotech report for the original plat work(attached). Based on the geotech assessment submitted with the permit applications, it does not appear that the recommendations to remove unsuitable soil and bench/fill proposed building sites was carried out at 4206 and 4208 during the initial project development phase. If you wish to use the 2006 geotech report, an addendum that includes site specific design and site preparation recommendations is required. Thanks, Rob Frisinger Z Plans Examiner robf@cityofanacortes.org Office (360) 588-8297 Cell (360) 391-1403 O My incoming and outgoing email messages are subject to public disclosure requirements per RCW 4256 1 �.�� �� sae rn\ vvEE P t#��'fi dress oath,/-�- � [064, Adans dress �s o` C �\ Srr,a\\1O C � � / off p\ \ao today °bul\dirg rev:2�/ i6 a #of P e t *intake issuance e: SFR SFR�#Z �j G`" r j DaaNlyss7ocnrninke tOissojCeRev\ewtypter RevievaSrna\\�P\a`� mw sv ���UOM �\ r a G� i P Bud\ding \ems 5to C�' SFR P\an Pia Ong Rev 5�"��" �V,�c. �'� P\ot r ee\an�p�ype�/ vCi , g,--troj--j_ odscaP (8 No � � `Dooupa�oy e/ 12 ti5 29 s\oo\oiled y es! / f-i- "r h� ceb Dare Footage $ 9 1Q 11 docUmeot / Square GH 5 �' � v�.,---�� \6C e f\o ��,� � SP #/ Fir 1� area Fire a / 5\open e Shearer Mechf � ( � uodat'�or� Prescr\pt`v � �ts�P\"M�- , ��„�� r �,,.• F° \cs n Creel $ �' '"✓ / Ca � Gravity r`p\ans mp\ete1^4�G �' �n c 41- ��- �S�C�a CUstOm Co f c i pw Eder bs .�� ���/ �t'+� � / ry sign <�IAJ� / L i / Vetter Stamp / Copy over rrev\ems corns s'�te��'' h l �` S� b P\\°th Notes. 1 , y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT " ►'` .� ° PLAN REVISION /ADDITIONAL INFO COVER SHEET ' , ai�lng Address: P.O. Box 547, Anacortes, WA 98221 il1Co Offi e'Location: 904 6th Street, Anacortes WA 98821 1{ JAN 3 p` I Phone: (360) 299-1984 Please use this form to submit revisions or additional information to your permit application. Permit/Project#: X Date: 01/2 7/2 0 2 0 3 Project Name: Sto t Lot 3 Project Address: 420f Osprey Lane Project Contact: Mi`kse UnIood Company Name: Underwood & Associates Contact Phone: 360 . 588 . 0471 Contact Email: mike@underwoodarchitecture . com Has the permit been issued yet? ❑ Yes l/No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer (if applicable).� Has this been done? 0 Yes L� No Full set revised What department(s) is this resubmittal/revision/additional information to go to? ❑ Planning Dept. Building Dept. ❑ Fire Dept. ❑ Stormwater 0 Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? M"Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: Are you submi a full replacement? VY_e, 0 No If not what page#is being replaced?— Two full sized copies of all revised/additional information is required. Has this been done? ��d"Yes 0 No Two 11"X 17" reduced copies of revised site or floor plan is required.Has this been done? Kd Yes 0 No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. ❑ Site Plan M Building Plans 6 Structural Plan ❑ Landscape Plan 0 Parking Plan 0 Tree Preservation Plan ❑ Arborist Report 0 SEPA checklist 0 Wetland Report ❑ Geotechnical Report 0 Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations 0 Impervious Surface Calculations 0 FAR Calculations 0 Grading Plan 0 Survey (Boundary/Topo) ❑ Mechanical Plan 0 Plumbing Plan 0 Other: AkY _ _ _ _ _ 17.4Aty PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT February 18th, 2020 1 li (F �s�! \'1! ' Planning Review MAR1020. Steve Stout 4404 H Ave. 'MY OF ANACORTES Anacortes, WA 98221 RE: Permit BLD-2019-0452 Address: 4208 Osprey Lane Dear Sir: Thank you for the submittal of your Building Permit application. The Planning Department has reviewed the submitted Plans for conformance with municipal code and has determined that additional information is required in order to proceed. Additional specialties within the Planning, Community, and Economic Development Department may have other outstanding concerns. Please provide the following information as soon as possible so that we may continue the review process: 1. Provide a landscape plan that includes the location of the eight required trees,per AMC 16.50.070, or indicate the locations and sizes of trees to be retained for the required tree credits. See sheet A 100, Detail 7 2. Garage doors are required to beset back 20' from the street/shared driveway per AMC 19.54.040(E)(3)(b). Please provide a compliant design. See sheet A 100, Detail 1 3. Please provide a geotechnical report that addresses the building proximity to the adjacent slope. We have the appendix to a geo report, but seem to be missing the body of the document. See attached document. 4. Please indicate building height over average original grade per AMC 19.42.120(A) See sheet A100.1 Thank you for your attention on these matters and I look forward to working with you on this project. If you have any questions please do not hesitate to contact me at(360) 588-8297 or by e-mail at robf@cityofanacortes.org Sincerely, q , Rob Frisinger Plans Examiner robf@cityofanacortes.org Office(360) 588-8297 My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 City of Anacortes 1904 6th ST,Anacortes,WA 98221 1360-293-1901 I buildingpermit@cityofanacortes.org I www.anacorteswa.gov viz y o� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET ing Address:P.O. Box 547, Anacortes, WA 98221 D 0 we Location: 904 6th Street, Anacortes WA 98821 MAR 1 1 2020 Phone: (360) 299-1984 L Please use artorr)&40AcifilfirEtaisions or additional information to your permit application. Permit/Project#: X -)1,,.r -201ci 0 Date: 01/27/2020 Project Name: Stout Lot 3 Project Address: 4208 Osprey Lane Project Contact: Mike Underwood Company Name: Underwood & Associates Contact Phone: 360 . 588 . 0471 Contact Email: mike@underwoodarchitecture . com Has the permit been issued yet? ❑ Yes EG No All revisions must be either clouded or highlighted & wet stamped by an architect/engineer (if applicable). Has this been done? '"Yes ❑ No What department(s)is this resubmittal/revision/additional information to go to? 0 Planning Dept. Dd Building Dept. 0 Fire Dept. 0 Stormwater 0 Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? g"Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: See attached Plan Review Letter responses in red. Are you submitting a full replacement? ❑ Yes '"No If not what page#is being replaced? Al 00, Al 00.1 Kt/Yes Two full sized copies of all revised/additional information is required. Has this been done? ❑ No Two 11"X 17" reduced copies of revised site or floor plan is required.Has this been done? id"/Yes ❑ No Check the box next to the type of plan,report, or calculation where revisions or additional information can be found. ❑ Site Plan ❑ Building Plans ❑ Structural Plan M Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey(Boundary/Topo) O Mechanical Plan 0 Plumbing Plan cli/ Other: Height Plan u1ci5 6S0t\I \ - c 5 le Site Address i Project Nevy 5 FR F ,,,Lly Building Permit # c?,\.__L, ---2_ \°\ ' 0 _�J�- ‘IdQi gi _=:�^.__-._ __. - __ - _—'—__ - .--:+_n, _v?G+_'"c_ - --_ _ _,___— _ - — - _ -�:��'. �,�Jr-•�. -*-*°-'ism. _ -- -Y, . z " Building /49 �� (,tj� fly" 1 (.cSdG�` " 4.h S �� edA kciege-i: r . 1 07%6 r i(r) , - 1 . , „ I ____, Public Works AVM 'S 1 3 s 1J mow. t.wrq. p ia,4 /140 s-ei" 1 l'114-e> Ler-• I T ram . 4 t/eA G4 1 1) Planning -, '1 L _ je SQ_c_ _,)Q , )_, l J— , I (),(5\-- I I ��/ KO Qc"�r'z2C Sum i7 . C4-+ om t . StormwaterI42 r1 5 . l VL A f 7N er►atv p t c f)DoSe A CCU .w.. ey ----- - 1 /'^-' gie.--ET ©MSH t.,,I,D 1., D S IC>N-1 Q -- - - t..4---- I N Ste• I I I Fire 12-/3 i fig" - / y�pi k ib G rt < () 14✓3I et,v Jt eran k 0i 0, ,,lU4 (t (Q,, , 9i 3p i.'1 /I 1245i�z �� U ( S/2i.'7/( It.- pt - 4.4p0 Project inter-Departmental Plan -view Tracking Ps` Storm Water Drainage Report I Minimum Requirements '1 through 5 rEg 0,5 2020 i ENGINEERING DEPARTMENT '� �� • ,, •th treet Anacortes, WA 98221 t i' TY OF ANAC,ORTP.R FILE CI Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: 4p few s. In.1-Y tivr 4 r.�. f �-(.. < Gil ✓z�cr f p Project Address: _4208 Osprey Lane Submittal Date: 7� za Parcel Number: _P61871 Revision Nu b r: Permit Number: _BLD-2019-0 2_ Reviewer: Acceptance Date (COA): FRONT OF REPORT: Submittal Checklist: (All items listed below are required for a complete submittal) o Cover Sheet (Preparer to Provide): Project title, Location, Revision dates, Engineer's Stamp o TAB 1: Minimum Requirement#1 — Preparation of Stormwater Site Plans o TAB 2: Minimum Requirement#2 — Construction Stormwater Pollution Prevention (SWPP) o TAB 3: Minimum Requirement#3 — Source Control of Pollution o TAB 4: Minimum Requirement#4 — Preservation of Natural Drainage Systems and Outfalls o TAB 5: Minimum Requirement#5— On-site Stormwater Managements o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) FLOW CONTROL EXEMPT 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) o APPENDIX 7 - Drainage BMP Facility Maintenance Covenant, if applicable. To be recorded prior to the Temporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance. FLOW CONTROL EXEMPT Stormwater Management Requirements: o Refer to the 2012\14 Department of Ecology Manual, as amended in 2014 for further required information. o See also, City of Anacortes Municipal Code 19.76 for additional information o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional information. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Project Description and Summary: Summary Table Existing Proposed Development Type Number of Lots 1 Lot Acreage in SF 12,143 SF Soil Type(s) Catla Gravely Fine Sandy Loam HG D Site Sediment Transport Score (High\Low) High 140 High 140 Depth to Ground Water Table (Feet and Inches) N/A Flow Control Exempt (See completed Soils Analysis(Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) N/A Flow Control Exempt Impervious Surface (on-site) 0 3,512 sf Impervious Surface (off-site) 0 0 sf New and Replaced Hard Surface Total (SF) 0 3,512 sf Lot Coverage (Percentage) 0 29% BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils Water Quality Method (Minimum Requirement 6) N/A Water Quantity Method (Minimum Requirement 7) N/A Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence) The existing 12,143 square foot site is undeveloped with rock fill building site adjacent to the Osprey Lane cul-de-sac and steep slope at edge of building site down to Marine Drive to the north. There are trees and grass swale along Marine Drive. The site slope at 2 to 4% down in the area of the building pad area and 20 to 30% on the steep slope. A swale is located between the base of the steep bank and the sidewalk along Marine Drive. Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces , proposed contours) The project is to construct a 3,060 square foot single family home and 452 square foot driveway and walkway. No additional fill is proposed for the site. The area for the construction of this house is rock and gravel fill material. At the toe of the fill lies the drainage swale discharging to the enclosed drainage system to Burrows Bay. Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? B13 Identify any downstream drainage issues (Storm Comp Plan: Yes. If so, describe: There may me some surcharging in the outlet pipe for the basin from Marine Drive to Burrows Bay which lies only 650 lineal feet from the discharge point of this site. Complete the Applicability Requirements— Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development Start C=Le-wc Does the site have 35% Yes See Redevelopment Minimum or more of existing 10 Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert 34 acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5,000 square feet, or No convert 2.5 acres or more of greater. of new plus C native vegetation to pasture? replaced hard surface area? No Yes Yes Does the project result in 2,000 n „ 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 140, 7 Does the project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new square feet or greater? and replaced hard surfaces and the land disturbed. - - Minimum Requirement #2 applies. rigure Flow Chart for Determining Requ r ments for ewiv DeveI o pment DEPARTMENT OF Revised June 2015 ECOLOGY Please see htfp://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I - Chapter 2 - Page 37 rCi 1; �'(� c-u/_) � ? {'r lni �(�' �G "`1 `'(Ctl ' �:� ����'{'('� .� � �� � iS--; I1 Cr, �l � 'CR�'�, ' �C1 U f;�lz�• r`,, r"e�`. i �Qi _7 u fg o o .� [ ,r�/ C� lh xl[ `t� i� IJ i�,_ Lt G V`t TrA ri G�_] n PAP P �u - .2.. �� �[�.r1 i]Cr o[rrr� Irl�c�� Does the project discharge to Flow Control Exempt Waters (per Minimum Requirement (MR) #7)? Yes REQUIRED: Implement the following BMPs No where feasible: @ BMP T5.13: Post-Construction Soil Quality y No (the and Depth Does the project project ® BMP T5.10A, B, or C: Downspout Full trigger only MRs #1 - triggered Infiltration, Downspout Dispersion #5? (Per Figure 3.2 or only MR#2) Systems, or Perforated Stub-out Figure 3.3 in Appendix No additional Connections 1 of the 2013-2018 requirements ® BMP T5.11 or T5.12: Concentrated Flow WWA Phase II Permit Dispersion or Sheet Flow Dispersion & Phase I Permit). NOT REQUIRED: Achievement of the LID N® (the project triggered Performance Standard. Applying the other Yes only MRs #1 - #9) BMPs in List#1 or List #2. Is the project inside the UGA? Did the project developer choose to meet No the LID Performance Standard? Yes Is the project on a parcel - N® of 5 acres or larger? REQUIRED: For each Did the project developer N® surface, consider the choose to meet the LID VYes BMPs in the order Performance Standard? REQUIRED: Meet the LID listed in List#1 for that Performance Standard through type of surface. Use Yes the use of any BMP(s) in the the first BMP that is 2014 SWMMWW except for considered feasible. /EQUIRED: N® Rain Gardens (the use of Bioretention is acceptable). NOT REQUIRED: Achievement of the LID V If the project can't meet the Performance Standard. For each LID Peormance Standard, it Trface, consider the BMPs must seek and be granted an REQUIRED: Meet the LID Performance in the order listed in List#2 exception/variance. Standard through the use of any BMP(s) in for that type of surface. Use the 2014 SWMMWW except for Rain Gardens the first BMP that is REQUIRED: Apply BMP T5.13 (the use of bioretention is acceptable). considered feasible. Post-Construction Soil Quality and Depth. REQUIRED for Projects Triggering MR#1-9*: NOT REQUIRED: Apply BMP T5.13 Post Construction Soil Achievement of the LID NOT REQUIRED: Applying the Quality and Depth. Performance Standard. BMPs in List#1 or List#2. NOT REQUIRED: Applying the BMPs in List #1 or List#2. *Recommended by Ecology for projects triggering MRs #1 -#5. iblaWill Figure 1-2.5. 1 Flow Chart for Determining LID MR #5 IIIMI Requirements DEPARTMENT OF Revised June 2015 ECOLOGY Please see http.//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I - Chapter 2 - Page 60 TAB 1 (MINIMUM REQUIREMENT#1) • 1-2.5.1 Minimum Requirement#1 — Prepare a Stormwater Site Plan - 1.3 — Preparation of a Stormwater Site Plan - 1.3.1 —Stormwater Site Plans: Step-by-Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1.1 Step 1 - Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. A Stormwater site plan has been prepared showing erosion control methods for this site. The site slopes at 2 to 4% in the building footprint area of the site with a steep 20 to 30% slope at the north side of the building. The asphalt cul-de-sac and asphalt drive borders the 1-3.1.2 Step 2 - Prepare Preliminary Development Layout Based upon the analysis of existing site conditions, locate the buildings, roads, parking lots, landscaping features, on-site stormwater management BMP's, and preliminary location of stormwater treatment and retention/detention facilities for the proposed development. BMP's will include covering soil stock piles and protecting down slope properties along the swale at Marine Drive with silt fencing. The construction entrance will be off the Cul- de-sac at the south side of the property. Grading will only be in the area of the house foundation and exposed to erosion until the foundation is complete and backfilled. 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/ acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to mile downstream of the project site. Storm water sheets to the north and enters the storm system at Marine Drive. The storm water is conveyed 240 lineal feet southwest along the north side of Marine Drive to Anaco Beach Drive. The enclosed storm water pipes convey northwest 220 lineal feet to an open drainage ditch along Anaco Beach Road for another 190 lineal feet then southwest to Burrows Bay approximately 650 lineal feet. A total of 1,300 feet from the discharge point to Burrow Bay about '/4 mile. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 1-3.1.4 - Determine Applicable Minimum Requirements Establish project size thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figures 2.4.1 (Attached) and 2.4.2 (Attached) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine whether Minimum Requirements #1 through #5 apply to the project; or, whether Minimum Requirements #1 through #9 apply. Please note, that Minimum Requirement#1 through #5 may trigger additional Minimum Requirements, such as Flow Control. The total new impervious area added to this site will be 3,512 square feet and under the 5,000 square foot threshold and triggers minimum requirements 1 through 5. 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) A storm water plan is provided in the developed site plan in Appendix 5. The drainage system will be described in minimum requirement#5 below. The options for a perforated stub out is discussed in Minimum Requirement#5 below. 1-3.1.6 Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (MR#2 — 13 Elements) Refer to Chapter 11-3— Planning for a detailed description of each element. See also attached Tables 4.1.1 (Source Control BMP's by SWPPP Element) and Table 4.2.1 (Runoff Conveyance and Treatment BMP's by SWPPP Element). See attached 13 Elements of a SWPPP, please complete and attached 1-3.1.7 Step 7 - Complete the stormwater site plan The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage review authority. Refer to this section of the Manual for further clarification of each item and what is required. See below: • 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) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 • Declaration of Covenant for Privately Maintained On-site Stormwater BMP's (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Bond Quantities Worksheet, if applicable The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. 1-3.1.8 Step 8 - Check Compliance with all Applicable Minimum Requirements A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan should be reviewed to check that these requirements are satisfied. To take place during review and during and after construction. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 2 (MINIMUM REQUIREMENT #2) • 1-2.5.2 Minimum Requirement#2— Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. Table 4.1.1 Source Control BMP's by SWPPP Element Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Element>RI Element/2 Element/5 Element06 Element/9 Element/11 Elsment112 EfemeME13 BLIP or Element Name Preserve Establish Stabilize Protect Control Maintain Menage the Protect Low lAagetdbnAlerk Construction Sob Sbpes Pollutants BMPs Project Impact CleatinaLints Access Development BLIP C101: Presorting Natural Vegetation ✓ BLIP C102:Buller Zones ✓ ✓ BLIP C103:High Vklbilty Pleetk or Metal ✓ ✓ Fence BMP C105: Stabilized Construction ✓ Entrance f Exit BLIP C106:YYheeiWtsh ✓ BLIP C10T:Construction Roo: Parking Area Stabilization BLIP C120:Temporeryend Perna went ✓ ✓ Seeding BMP C121: Mukhbg ✓ ✓ IMP C122: Nets and Blankets ✓ ✓ IMP C123: Plastic Covering ✓ IMP C124: Sodding ✓ IMP C123:TopeallinglCompostIng ✓ IMP C128: Palyecryienide for Sall Erosion ✓ Protection BMP C190: Surface Roughening ✓ ✓ BMP C131:Gradient Terraces BLIP C143: Duet Control ✓ IMP C1S0: Materiels On Hand ✓ ✓ NIP C151:Concrete Handling ✓ SUP C152: Saweutdng end Surfeckrg ✓ Polutbn Prevention SUP C153: Materiel Delvery,Storage end p Containment HIP C154:Concrete'Mahout Area ✓ IMP CM:Certified Erosion and ✓ ✓ Sediment Control Lead UP C112:Sclreduing ✓ Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element Version Date: October 7, 2019 Previous Version Date: February 20, 2019 _ - — _ Emrrient ti4 Elaftlant till I Elermant it'W Etentatit AZ Eleineryt At Elertriml.N7 ' Sz E4arnent in EINTY,.nt#111 lirstull tar lai•narit i'.i.lasne- Coill.cii Pint ltabilio 1! airl Fili`citaGc , Contrel Cr.it FrolPctkvrel Da -i-s(licoalill he annois. Impact Fihw Haiiim Slopes Drain Inlets 1 Pollutants Watsilriti Ca lrals I and Outlets. :Levu blanche F.:11 Fi c2o1: r,t(i±rce.frituir'El ilt:14 acrid•Swale .7 Till P C201: Grann-trried C tunnels: V 3.51:1P C242; Chatinel LliCag V 1 . !IMP C2OS: %later ELLTS V*' arAP CNA: Pip° SION! CirJ.Irl:; " ! uri ' C2t2: auhsurfaca Drains -I- sriv C-206: Level Bowe-mint '7 Limp G207: Check Dams se/ I( RIM itgular SIR tillca tanohnilli4 e• Ne' v Encased Check Cam) i_ __ Eifrila C209: Gait Pniteciien -./ war 1::770: Slorm Drain Inlot Piotedlow 'I( . HI .1.,•2V VIP ' 31: Brudi Barder -1/ BMP 13232; C3t4.0 I Flibetr Senn v( 1-41141-1'C,231; Siit Fence i/ BraIR C234: Meopstilatird Sty 1p 1./ V Rrelifl C235: sties Bra, ,C2351 Wgitutive FHtration / 13MP 6241c sediment Trap I v., vi BRIP C241.1 Temporary Se-d7nteTPiond -,/ i CHAP C2511t Couttrudion Stonrraater , Chnileal Ti i oatsrent 1 4 BMP C251:Cone1rue4lon 5tocirrivatei . FIllriAlcin OMP C252:High pH Neuiralizatton thligu , 1 1 CO= i 1 --- 1 1 EMI 3 C253:pH Control for High pH li"plator ./". , , I 13 Elements of SWPPP Version Date: October 7, 2019 Previous Version Date: February 20, 2019 (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: Victor and Elizabeth Wikstrom Site Address:_4208 Osprey Lane Prepared By: Dale Herrigstad PE The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed ❑ These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your proiect. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. ❑ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. A high visibility construction fence BMP C103 will be installed at the perimeter of the construction site except if and existing fence already exists or were silt fence is used. BMP will be installed as first step of construction. BMP C233, Silt Fence will also be used to mark the northwest perimeter of the construction site. BMP to be monitored daily and repaired as needed. ELEMENT 2: Establish Construction Access ❑ Limit construction vehicle access and exit to one route, if possible. I Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. I Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. i 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. I Conduct street washing only after sediment is removed in accordance with the above bullet. I Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. The construction entrance will be limited to one location at the Cul-de-sac at Osprey Lane with BMP C105 or C107 (Construction Entrance.) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. ELEMENT 3: Control Flow Rates 7 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. I 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). I If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. A silt fence BMP C233 is to be installed along the downhill south property line with the goal of preserving the grass swale and adjoining vegetation but the majority of the site will be disturbed. ELEMENT 4: Install Sediment Controls I Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. I 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. 7 Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. I Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. 7 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. I Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. I Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. Per BMP C233 a silt fence will be installed as noted in element 3. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. BMP C162 Scheduling. ELEMENT 5: Stabilize Soils I Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. 1 Control stormwater volume and velocity within the site to minimize soil erosion. I 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. I 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 • Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. • Minimize the amount of soil exposed during construction activity. • Minimize the disturbance of steep slopes. • Minimize soil compaction and, unless infeasible, preserve topsoil. Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching and plastic covering. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. Refer to Table 4.1.1 in MR#2. ELEMENT 6: Protect Slopes A Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). • Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. • At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM)to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. • Place excavated material on the uphill side of trenches, consistent with safety and space considerations. • Place check dams at regular intervals within constructed channels that are cut down a slope. I Consider soil types and its potential for erosion. • Stabilize soils on slopes, as specified in Element 5. • BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. The upper building area has a slope of 2 to 4% and the steep portion of the site 20 to 30%. The slope is rock fill and not much silty runoff until it is disturbed with the excavation of the house on the slope. Protect slope with BMP C122. Silt fencing BMP C103 at the base of the disturbed and Waddles in the swale as addition protection. 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. A Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). • Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 I 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. i Inlets should be inspected weekly at a minimum and daily during storm events. Per detail 1-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project at the cul-de-sac in Osprey Lane. The storm pipe inlet shall be protected with a waddle dam at the entrance to the 12" storm pipe. BMP to be monitored daily and repaired as needed. ELEMENT 8: Stabilize Channels and Outlets i Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. A Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. i 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. The existing swales along Marine Drive shall be preserved and undisturbed. No new swale will be constructed. ELEMENT 9: Control Pollutants i Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. A 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. I 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. I Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. I Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. I 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. I 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. I 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 applications for discharging wastewater from concrete washout areas. I Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. 7 Woody debris may be chopped and spread on site. 7 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. I Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation /concrete installation. BMP to be monitored daily and repaired as needed. Contractor is to provide spill prevention kits for excavation and concrete crews are required on Site. ELEMENT 10: Control De-Watering I 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. I 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. A Handle highly turbid or contaminated dewatering water separately from stormwater. i Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. I Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. A Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. If dewatering is needed all discharge will be directed to a temp. sed. trap BMP C240 prior to discharge to the city storm drainage system. The sediment trap will be designed for a typical 4,600 sf impervious area or 0.11 acres where the developed 2 year flow is 0.03 cfs X 2080 sflcfc flow= 62 sf surface area plan or 8'x8' square surface pond area minimum. ELEMENT 11: Maintain BMPs 7 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. 7 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. I Provide protection to all BMPs installed for the permanent control of stormwater from sediment and Version Date: October 7, 2019 Previous Version Date: February 20, 2019 compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. • Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed and or as required by the City of Anacortes. Weekly reports are required to be submitted to the building department. ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. • Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. • Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. • Maintain, update, and implement the SWPPP. • Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). • From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. • The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed and the responsibility of the owner. Project does not requires a certified CESCL. ELEMENT 13: Protect Low Impact Development BMPS • If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. No LID BMPS are proposed. December 19, 2019 Applicant Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 3 (MINIMUM REQUIREMENT#3) • 1-2.5.3 Minimum Requirement#3—Source Control of Pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. Single Family Residential Construction Projects and Residential Subdivisions are Exempt from this Minimum Requirement All Commercial Properties, Industrial Properties, and Multi-Family Properties, Boatyards, Sand and Gravel Mining Opertations are required to comply with this Minimum Requirement. Refer to Chapter IV-2.1 Applicable (Mandatory) Operationsal Source Control BMP's TAB 4 (MINIMUM REQUIREMENT#4) • Minimum Requirement#4— Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural location, to maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All outfalls require energy dissipation. The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. Will this project disturb the Natural Drainage System or Outfall of the project Site? No. If yes, refer to section 1.2.5.4 for Supplemental Guidelines for additional information. No change in drainage is proposed for this site. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 5 (MINIMUM REQUIREMENT#5) • Minimum Requirement#5—On-site Stormwater Management Project thresholds that trigger Minimum Requirements#1 through #5, shall utilize the On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7 — Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria for List#1 and List#2. Is this project Flow Control Exempt?Yes (See Appendix l-E: Flow Control-Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement#7: Flow Control). If No, then the project triggers Minimum Requirement#7 (1-2.5.7) and possibly Minimum Requirement#8 (1-2.5.8). The flow from this site has a direct discharge to Burrows Bay, a flow control exempt body of water. If the project is Flow Control Exempt, select from the list below (Skip List 1 and List 2). o BMP T5.13 Post Construction Soils Quality and Depth o BMP T5.10A: Downspout Full Infiltration, or; o BMP T5.10B Downspout Dispersion Systems, or; o BMP T5.10C: Perforated Stub-out Connections, or; o BMP T5.11 Concentrated Flow Dispersion, or; o BMP T5.12 Sheet Flow Dispersion All sites are required to utilize BMP T5.13— Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on-site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5— On-site Stormwater Management. Lawn and Landscaped Area: • BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP. http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf See Appendix 3 for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. BMP T5.10C: Perforated Stub-out Connections Roof downspouts will be collect to the northeast corner of the house and pass through the perforated stub-out prior to discharging to the down stream swale. The driveway is 12 feet deep from the gutter to the face of the garage and will sheet back to the gutter line and enter the storm drain just to the north of the driveway entrance. This storm line discharges at the bottom of the hill into a swale for treatment prior to entering the storm system in Marine Drive. There is not adequate depth to slope the driveway away from the gutter line. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 111-3.1 .3 Perforated Stub Out Connections (BMP T5.10C) A perforated stub out connection is a length of perforated pipe within a gravel filled trench that is placed between roof downspouts and a stub out to the local drainage sys- tem. Figure III-3.1.8 Perforated Stub-Out Connection (p.466) illustrates a perforated stub out connection. These systems are intended to provide some infiltration during drier months. During the wet winter months, they may provide little or no flow control. Applications & Limitations Perforated stub-outs are not appropriate when seasonal water table is less than one foot below trench bottom. In projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55), perforated stub-out connections may be used only when all other higher priority on-site stormwater management BMPs are not feasible, per the criteria for each of those BMPs. Select the location of the connection to allow a maximum amount of runoff to infiltrate into the ground (ideally a dry, relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily com- pacted (e.g., driveways and parking areas) surfaces. Use the same setbacks as for infilt- ration trenches in III-3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) (p.452). Have a licensed geologist, hydrogeologist, or engineering geologist evaluate potential runoff discharges towards landslide hazard areas. Do not place the perforated portion of the pipe on or above slopes greater than 20% or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems, the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirement can be waived if site topo- graphy will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. Design Criteria Perforated stub out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level, 2 foot wide trench backfilled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe. Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see Figure III-3.1.8 Perforated Stub-Out Connection (p.466)). Runoff Model Representation Any flow reduction is variable and unpredictable. No computer modeling techniques are allowed that would predict any reduction in flow rates and volumes from the connected 2014 Stormwater Management Manual for Western Washington Volume III- Chapter 3 -Page 465 area. Figure 111-3.1 .8 Perforated Stub-Out Connection random fill •„sue :...:;r • ..rr_ .-'iv+f ._:._. .j'^`::f'Y;.�'..:•^~-a_tee`yy.:.L.•. `: . ` .',1.:7 '°�' ^ t: 4-.1 ;:- -' ~ filter fabric 18" min. `• LW' Tr'O ." 4" perf pipe — -48 1 ' * ....,...,.....: 1 %" -3/4" washed rock • mush tiS -•.1'_ -4•1a_ 24" min. Trench X-Section slope . to road drainage system 2' x 10' 97— level trench w/perf pipe Plan View of Roof NOT TO SCALE NM Ilbe' Figure III-3. 1 .8 Igki Perforated Stub-Out Connection DEPARTMENT OF Revised December 2015 ECOLOGYPlease see http,//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume Ill - Chapter 3 - Page 466 k : FROFERTY BOUNDARY LINES AFTER BOUNDARY LINE ADJUSTMENT 1111111[11111111011b, 21.&',10(3008 ,I:f,. .J a.. ��'`-' • Skagit CountyAi}iditoit1 '''n 5174.00 10/8/2015 PagE).M •„6 of 8 '`•v'•c:01 F'1!JI "..: ...:7P. CORNER INFORMAT N ". • INDICATES .EB1c S.,ET AND CARPED...WITH Yt=Lt.OW GAP 7 I INSCRIBED L1SSEC'`2216'? `�` SP ANAI0I8-001 `: �� 0 INDIGATV ,EXI TIt'iG(IRQt4 PIPE QfQ. R E5'AK FOUND Qj� ry ., •-.:;. Ix �J LOT 4 '^rn �° LOT 5 / \ A. FOUND=' ".' ESA' , C:�P;1 k0oJE +0.41' N AND 0.4G' E OF CALCULATED ÷ 0 h �/ \ ;:.ca;;:FOJNP I,,:�:;' R i3AR;,;NO'"CA,P'`r-0.06' N AND O.Iq" E OF CALCULATED z I. �Dv •--'�' `r:.9UNC. 1/2'''' ELIAR, ,AFJ:'PEM +0.O5' N AND -0.02' E Of- CALCULATED NS>°� ��/a 1 'I:, G Lr,F6t;1 7 /2, RBB)'�R, CAP PEM +0.03' N AND -0.04' E OF CALCULATED (</ ii� I � / •i•- `�F. i I�NV''::'2''?:REuAf<: GAP PEM +0.06 N AND -0.05 E OF CALCULATED / N,a.°26 I3°E ` :. F� F 4Uri1) 1/2"' EBAR, GAP PEM A T CORNER /)� �6 . I 12,41 G`�-;Fd NCB'`"?:/2" ?EBAR, GAP PEM +0.06' N AND -0.04' E FROM CORNER -1j\ act Dig? ' w LOT 6 .;: c; ''<At• `I=:';.H• .?Ui I/1' REBAR, CAP HERRINSSTAD/LEANING PULLED AND RESET HITH ' a i / I "�', c.ISSE•r"' C PPFD REAR ,1 0 LOT 3 to...-') / I� "� . �.� ;FOUL I/2" REBAR, GAP A. CORNER REMOVED TO AVOID CONFUSION /� °0 m �'"`' /}� '� ��;. /1 :' J.:••.} FOUND 1/2" REBAR, GAP PEM AT CORNER • '' Q n, / ,,,r'' ! -'',. Lei. .I .,1\y- -.., +._ .'14 947 S> , <i .O f. //' J' 23JQI .b0' if r�;:,ll=i.7....:'•`' ACc \ '• '. a ' .*, rj . - ..d NB/LOT 2 \O � i:. : : • IV yi .4 '�'•- : . \:c ' "rf�P) ›. ;Q zt ate. NEvJ LINE (TYP) /43 rye,-,' 532 ' --- �S �VPI,,�7$° : /` :.. ,i, r S o� 0� ,� : ; /28 u S �86, F a°0 \PQ ;,;.. :1.: �I CURVE TABLE -.` `'' LO-ri:B:c• LOT I ,� - r 1, I , NUM DELTA. ARC, RADIUS / �7 r' Cl 51°1l'O6' 44.61' 50.00' 3' .0 7. 1,•''i.. '/ n/ DESC,= 51°I0'43" 44.66' - i, �,,!.. 'c"�i,. �,y�Y ?S$B E`ry""a. �I 75, L� . ;,. .,i'` ::: OT A ►2.22: . . L : 't :!. ' , SOUTHERLYr,'S'105.Tr 5 OF Lt T 2''- LA':: ''•, \ / A.F. NO. 2474Cr8020015 AL50 Eiw{NG cHE }.,-:''` \ - / HESTERL1 MOST CORNER OF LOT � 5HO T 1 AT ANA-04-C,'0q Q.A.F. NO. 2004Qf' 006';� 5 •: °''c • 'l:: is l:. v.4. ..' Ai' .If- fit• ::1... ..,.. N LOT AREAS AFTER SOUNtr, f4Y.2 'I NE ADJUSTF EN.7'a�`"•"-,:r", LOT I, 10,225 SC�t. FT i«. ,ii:.,''' :'`: I.. LOT 2: I0,3&2 Sc . F:i' .',. .,,,+'' _.. \i / LOT 3: 12,143 SO;'FT.: ''t:. / r\ LOT G: 10,752 � 0. ;=T i:' ;'. +.1 ', 0 25 50 100 I50 ii 1 , r' -. lammilleimml.....millil :;,� .'' 'ti° `I , SCALE: I' = 50' „ •':.,. r'• .:r: ,'''I:.• '�1: , .:I'.•'. . :tR. • :,y .,;, ''`` ,:,_:.;,''>'..... .. SHEET ' OF 8 •: t• ..:. DATE: 9/05/f5 ea., .:4, " Al, t'• �'''''."" CITY OF ANAGORTES BOUNDARY LINE ADJUSTMENT NO. BLA-2015-0009 SURVEY IN A PORTION or THE `:;. :,,1,^ ::.,^t,. `� ;.F''` �' �• ' r 5 I/2 OI' THE S 1/4 Or I r SECTION 21, T. E3 N., R. I E., W.M. rj lc, , �+ .7:_ '�I,: ' � . CITY OP ANACORTES, WASHIN6TON . POR: PADILLA HEIGHTS PROPERTIES LLC AND '1'4rdiar✓ gi „: 6AYLE 6ILDNES, TRUSTEE, OLAP A. 6ILDNES RESIDUARY TRUST fo.,-i5 FB: Pe: LISSER 6 ASSOCIATES, PLLG SCALE: I"=50' SU MERIDIAN: ASSUMED RVEYINS 1 LAND-USE CONSULTATION MOUNT VERNON,HA 95213 360-4i9-1442 DWG: II-035 BLA APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number on additional pages. Site Address/Lot No.:_5304 Sterling Drive /Lot#55 Skyline No.3. Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: L 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 fmished total 12"loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3_1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import =cu.yards per 1,000 sq.ft. Amend with compost X ,000s sq.ft.in this area Stockpile and amend =cubic yards of amendment —>—>—>—*—> QUANTITY: CU.YDS. ( cu.yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil&compost lift X 3_1 Amend =cu.yards/ 1,000 sq.ft. Stockpile and amend X ,000s sq.ft.in this area ( cu.yds. stockpiled) =cubic yards of amendment —*—>—*—*—* QUANTITY: CU.YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) =cubic yards of mulch —*—>—>—>-->—p QUANTITY: CU.YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product#1: ❑ Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#2: ❑ Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#3: ❑ Quantity: cu.yds. ❑ Test Results:_%organic matter C:N ratio<25:1(except mulch,or<35:1 for native plants) "stable"(yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See attached. All projects within the City of Anacortes are required to complete that document under Appendix 4. Western Washington Phase II Stormwater Permit i. APPENDIX 7 — Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. . STEP 9 — 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. i. 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. ,l!_aguso J, 2013, hilv,,.Jified Janual yl 16, 2075 mini, l dimeI, f _tr,gage Potential Page 1 of 3 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature vi. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. vii. STEP 3— Construction Site Sediment Transport Potentia( 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 1 100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Construction Me N ear-fil &i Trans por ot `, & n U Wovkshesit A1/40 Existing slope of site ( aveaa . e , weighted by aerial extent ) : Points 2 % or less 2 — 5 % . . . . . . . . . . . v v v v v v v v v v v v a v v v v v v a v a a v v a v v v v v v v a v v v a a v v a v v c a v v v v n a n v v • a v v v v n a v v a v a g a a a a a v a a a v v v v > 5 - 1 0 0/© e e a v v v v v v v v v v v a . • • • • . . . • v a v v v v v u v a v a v u a v v v v a g v a v a v a v a v a q a a v v a n v v a q v a a v v v a n a a a v a a v a a v v a v a v • t 0 1 0 - 1 © a • v v v a v a u v e u n • • • • • • • . . . . a n v a . c a . a a n a a u c n a a a v n a v a v n a v a v a u u v v v v v u u a a a u v v v a a v u n v a n a • v a v . v a a 3C O 0 aaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaga 50 v v v v • • • • • • • • • • • • • • • • • • • . • • v v n a v v v v a a v v v a a v a a v . v v e a c e v a B . Site Area to be cleared and /or graded : {< , 0 0 0 s s • ft • • • • • . a • • • . . • • • . • • • • • v v v v • • • • a a a • • . • • . . . • . . a v a v v v a u a a a g q . v a v a • v v v v a v v a v v v v a v e v v v • a a a a v 5 , 0 0 0 s g • ft . 1 acre • . . • • • • vvvvv • aaav vaauvvvva a . v . vvvva as vv avvvauvauvuvv aavvv av vnvvvuvvvaee 3 0 > 1 a C re s • a • a v n v a a n n v a v • v n e • v a a v v v a n v v v v v v v v v v v v v c v v v v v v v a v v v v a v v a a v v v v a v a v v n c q . a g a a a c a v a a a c a v a a a v a 0 C . Quantity of cut and /or fill on site : 5 0 0 cubic yards , , , , , , , , , , , , , , , , , , , , , , v 500 — 5 , 000 cubic yards . . • aaCaaaaaaaaananaaagaaaaaaanaaaaa , a . . aaaaaaaaaaagaq . gaqaaaaaaaqaaaa 5 > 5 , 0 0 0 — 10 , 000 cubic yards aa . a • . a . . . . a . . . • aaaaaaaaaa . a . aaaaaaaaaaaaaaanaaaaaaaagaaaa `i 0 > 10 , 000 — 20 , 000 cubic yards . nvaa • . aa . aaaaaaaaavYaaaaaaaaavaaaavaogaaaa ,raagaaa . aaaaa 25 > 20 , 000 cubic yards 40 D . Runoff potential of predominant soils ( Natural Resources Conservation Service ) : HydrolOgic soil group A Hydrologic soil group B . . v . an • v . . aanunv • • • • . • • • . • . . • • • • . . v . naa . • vcvvavvaavvvvvaavevvn , aa 10 Hydrologic soil group C 20 Hydrologic soil group D 40 F--; a l= rosi0n Potential of predominant soils ( Unified Classification System ) : GW , GP , SW , SP soils 0 Dual classifications ( GWGM , GP = GM , GW- GC , GP - GC , SW- SM , SW= SC , Sly - SM , SP - SC ) 10 GM , GC , SM , SC soils PO ML , CL , MH , CH soils 40 F . Surface or Groundwater enteringsite identified and intercepted 1 : � Ye s . . . . . . a a a q a a . a a n a a a a a a a a . . . . . . . . n a n n a n a n n a . a a . a a v a a a a a a . . . . . . . . . . . . . . . . . . . . . . . . • • . . • • . . . . . • . . . . . . No 25 G . Depth of cut or height of fill > 10 feet : Ye s • • • • • • • • • • • • • • • • • • • . • • • • • • • • • . • n v v v v u u n = v e a e v u a u v v a q u a v • • • • • • • • • • a • . • • • • • • • • v v v v v v v v v a v v v v v v v v v v a a 25 No 0 E. Clearing and grading will occur in the wet season ( October 1 — May V : Yes 53 R • \ o • . • . . . • • • • . . . • • . • . . • • . • • • • • • . • • • . . . . . . • . • . • • a • v v v a v v v v a v a v . v v n • v • v • v • v v a a v a a a v v v v . a e v . v • v . a a v • • • . . • • . . • . • • . v . U w r " v I P © ° v • . • . • • • v a v • • • • • • • • • • • • • . . . . • • • • • • • • v • • • v • • • • • • • . • • a v v a v a ] v v v v v v v v • v a • v v v • • e v v n v a u v a v q v a v • • • • 140 1 If no surface or groundwater enters site , give 0 points . r EROSION CONTROL NOTES d A. A CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR (ESC) IS REQUIRED, THE ESC SUPERVISOR MUST HAVE ATTENDED A CERTIFIED EROSION AND SEDIMENTATION CONTROL CALSS WITHIN 3-YEARS FROM TODAY'S DATE. MUST PROVIDE CERTIFICATION }. B. THE CERTIFIED EROSION AND SEDIMENTATION CONTROL SUPERVISOR WILL OVERSEE AND / \ /' ' I BE RESPONSIBLE FOR ALL EROSION CONTROL. THE FACILITIES SHALL BE INSPECTED DAILY LOT 4 AND MAINTAINED TO ENSURE PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT Zj� 1 OF WEEKLY REVIEWS AND AFTER EVERY SIGNIFICANT STORM EVENT OF THE ESC FACILITIES ts Pj 'I . DURING THE WET SEASON (OCTOBER 1 TO APRIL 30), MONTHLY REVIEWS DURING THE �(iJ lr�,fyC / DRY SEASON (MAY 1 TO SEPTEMBER 30). WRITTEN RECORDS SHALL BE TURNED INTO THE z / !y, � PROJECT MANAGER OR INSPECTOR ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED p _' '9 'y'., PROJECT MEETINGS. ,--,. ti i KIP T5.10C 4' I / \v/ Ce C PERFORATED STUB OUi F1 / CONNECTION 10 FEET IN I C. EROSION CONTROL MEASURES SHALL BE IN PLACE PER THE APPROVED SET OF PLANS PRIOR TO ANY CONSTRUCTION START. LENGTH SEE DETAIL =j / riot. D. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET THE SURROUNDING CONDITIONS AS NEEDED. �' op I'I 'swI BMP C103 CD HIGH VISIBILITY E. PROVIDE A SIGN DISPLAYING A 24-HOUR CONTACT NUMBER AND NAME OF THE ESC CD/ '�' \N FENCE AS I SUPERVISOR. THE LETTER SIZE SHALL BE A MINIMUM OF 2-INCH LETTERS. THIS SHALL BE '� I t \. REQUIRED IF NO IN PLACE PRIOR TO CONSTRUCTION START. REMEMBER, THE LOOK OF THE SIGN WILL BE A CA I REFLECTION OF THE CONTRACTOR, DEVELOPER AND DEVELOPMENT. C/] rn ��/ G� c'p, FENCE EXIST. q ..� C� a, SILT C 33 EN `�\ +. .$'s dGc�F\SF / \ F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7- • Or /,Y ,�� ^`� �! FENCE \� j; F7\!BHT 07.3). ALL DRAINAGE SYSTEMS SHALL BE CLEANED TO THE ACCEPTANCE OF THE CITY OF �j 1�, c�D /�/ "S ` v` b / B' r ANACORTES PRIOR TO THE ACCEPTANCE OF THE PROJECT, / STEEP J G. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING �/'� (J� a D L• /// �LOPF i\\��/MCA 4r �l\\\� / 1 - / ti / — \k Fa >>y / INLET PROTECTION OF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF THE PROJECT. ADDITIONAL / p / - 10 ? MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE I� BHP C240 �2 / �� �' BMP C220 KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ONTO CITY STREETS. E, cp �E TEMP SEDIMENT t: • / WSDOT DETAIL I 40 20.00 gl �i I rn / P IF CONDITION S / _ .x/ N,CB AT KINGSWAY H. ANY SOILS EXPOSED THAT WILL NOT BE DISTURBED FOR TWO (2) DAYS DURING THE WET 2,_4 / �, REQUIRE - 'yam .d! L� SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH �j o- /S' TRAP 8'X8' _ / 'N N •_ APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC COVERING, ETC.) �j r 2�88 • SEE DETAIL `4 �O / ! %• = I. TWO (2) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED [�� W BMP C233 .P4S / �'/. = / • AREAS SHALL BE REVIEWED TO IDENTIFY WITHCH ONES CAN BE SEEDED IN PREPARATION FOR ^y SILT FENCE QR� ',% ;� _ = I �Q 1 \ THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE (1) WEEK OF THE w /,.$, , / . J 2 SF BHP C105 ` \ I BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE p .. ' �, �j ., STFEP `> r I i AREAS T❑ REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER. THE PROJECT p V �4J ,` .4 SLOP.......- r - I OR C107 MANAGER CAN REQUIRE ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT ,� //' Q<Q OSQ��' / nu �' 1 CONSTRUCTION , \ PROPERTIES OR DRAINAGE FACILITIES, 6� \10 ENTRANCE \ \ J. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT TO A $300 TO $1,000 FINE / \ �rL�O y _�4 +� �c° UNDER CHAPTER 17.66 PENALTIES FOR VIOLATION (AMC). EACH DAY IS CONSIDERED/ f — ,r; . A DIFFERENT VIOLATION. / __ b' REMOVE ALL TEMPORARY EROSION CONTROL MEASURE WHEN THE SITE IS LANDSCAPED AND SOILS ARE ^N _ ( �02'' O N STABIUZED. s' `'. rl I ,F, sA / HIGH BMP C103 VISIBiL[TY ma`s\ �� rrOr / '�� /9y ALL DEWATERING SHALL DISCHARGE INTO A S(DIMANi TRAP OR SEDIMENT POND. / FENCE AS SS i %la0. Cal THE CONTRACTOR IS TO PROVIDE TO THE CRY INSPECTOR THEIR SPILL PREVENTION PROGRAM TO BE INPLACE / REQUIRED IF NO b • / j/tp ` J� ^ e DURING CANSTRUCTiON. FENCE EXIST. /y\ , . "\ / r BMP R154 / CONCRETE WASHOUT �' / �S- // 1, TUB (SMALL PLASTIC POOL)_ -- / LOT 2 / NO DIRECT --- // �te + DISCHARGE TO EXISTING SOILS / AcrT'SS Ann / ► / BHP C123 / UiIITTY EASEMENT \/ 1100. / TEMP. SOIL STOCKPILE COVERING WITH / ACCRiiSS LOT 3 / / STRAW OR VISQUEEN CURB/CUTTER AND SIDEWALK WORKMANSHIP AND AESTHETICS f, ea TIT LnT a / / a SILT FENCE AROUNDcre _ - / (f ¶ C 1. CURB/GUTTER AND SIDEWALK CONSTRUCTION SHALL FOLLOW A TRUE AND UNIFORM / BHP T5. SIDES. u HORIZONTAL AND VERTICAL AUGNMENT. d POST-C NSTRUCTION SOIL _ / QUALITY AND DEPTH C8') ON a•' _ ALL DISTURBED SOILS 2. THE VERTICAL AND HORIZONTAL SURFACE SHALL BE A SMOOTH BROOM FINISH WITH BHP C121 - MULCHING - NO DETECTABLE FINISHING BLEMISHES, UNDULATIONS, RIPPLES, SWELLS, WAVES, RUTS, Cl) �/ FURROWS, GRAFFITI OR OTHER OBJECTIONABLE MARKS. THE END RESULT SHALL BE A x ~ '� SEEDINGO - PERMENENT _ _ NEAT AND PROFESSIONALLY FINISHED APPEARANCE. ..-' ~ ~ 3. THE EDGE FINISH ADJACENT TO THE EXPANSION JOINT MATERIAL SHALL BE CLEAN AND E t-. .c, .r 2i - - FREE OF EXCESS SLURRY. THE EXPANSION JOINT MATERIAL SHALL BE TRIMMED TO A cep C LEVEL EVEN WiTH THE ADJACENT CONCRETE RESULTING IN A NEAT AND PROFESSIONALLY Q GRAPHIC SCALE FINISHED APPEARANCE. 0 0 10 20 t0 BO 4. THE CiTY ENGINEER IN HIS SOLE DISCRETION RESERVES THE AUTHORIY TO ORDER THE al.,p REMOVAL OF SECTIONS OF CURB/GUIICH AND SIDEWALK THAT DO NOT MEET THE f1 WORKMANSHIP AND AESTHEiiC STANDARDS OF THE CITY OF ANACORTES. � Q 1 on FEET ) 5. SECTIONS OF NEWLY CONSTRUCTED CURB/GUI TIE AND SIDEWALK THAT EXHIBIT 0 CCD 1 !nab - 20 tL CRACKING FOLLOWING THE CURING, SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT. - CRACKING RESULTING FROM SUB-BASE FAILURE OR CONSTRUCTION SITE DAMAGE _y_) SHALL BE IMMEDIATELY REMOVED AND REPLACED TO THE NEAREST EXPANSION JOINT. ' - MINOR HAIR UNE STRESS CRACKS MAY, AT THE DISCRETION OF THE PROJECT MANAGER, BE MONITORED AND RE-EVALUATED FOR POSSIBLE REMOVAL AT THE END OF THE MAINTENANCE PERIOD. CONSTRUCTION SCHEDULE 1. Install BMP C105 Construction Entrance, BHP C233 Slit Fence, BHP C103 High Visibility r- I Constructton Fence and catch basin sock Inserts, CD 2, Install BHP C154, Concrete Washout Basin. 3, Install BMP C240, Sediment Trap as required. +� 4. Excavation of foundation. 5. Install footings, Foundation and utilities. �O 6, BackFlll foundation and add additional BMP's to nlnlnlze Sediment transfer and erosion. ?-�4 7. Install dispersion trench. Protect Infiltration trench From Sedlnent until site Is stabilized, S-O 8. Construct hone with gutters and connect to dispersion trench. CD 9. Connect to driveway as soon as concrete pavement Is In place. 'TRAP CUTLET SECT[ID1 C-C 10. Installation of BHP T5.13 Post Construdton Soils and landscaping. r CONSTRUCTION STANDARDS r �I�I 4 �' l ALL IMPROVEMENTS IN CITY RIGHT-OF-WAY SHALL BE CONSTRUCTED TO THE CURRENT WSDOT 3S' aVRFLOV � � STwarzo SPECIFICATION AND CURRENT CiTY OF ANACORTES ENGITERING STANDARDS. o �� 2'-4'FMK RD'RAPLAY CO:TYE-TAN=TO 11 SIDE mom ElEV, �l SiDE fir''':..:..is:':.1.-......•-.•'.;{::.i•.y:fi:'.,•:•vr>.,\ SERE •FLAT RTTQM 3/4'-Ls'...../ \�" il VASHED ROCK 4AUILXIa.E SOIL AMENDMENT NOTE O ,—.1 TYPICAL TRAP CROSS SECTION B-B BMP T5,131 POST CONSTRUCTION SOIL QUALITY AND DEPTH. SCALD I'=5' SEE APPENDIX OF DRAINAGE REPORT FOR SPECIFICATION ON PROVIDING SOIL AMENDMENTS FOR ALL -DISTURBED SOILS OUT SIDE OF IMPERVIOUS AREA AROUND BUILDING AND PAVED AREAS Thb Plan rhea is accepted for cementation In accordance with the 6'--1 \L 1-ER` . h City el Mocortee ordinances and potiicir4. Muni conformance of 0m SHEET NO, ', itEPTi4 I , ,,, 4/1t, • design with applicable lave b the Dale reepaebinty of lha )I I• I;;!yIi. SDD�L�V°Y i,::..::..i!.,_ �� profeweiond engineer,whose name and stamp appear on the shoal (�1 Ili .• n '•�' AcquNng, complying will,and Prodding rttlOgalion for di Federal, (C 1 I. 2'-4 ;COCK .. , State,County, and Locaeg Lava, Federal tes,Wetland Permit, 1 - :�!5:!Mil 0/4'-15' `. 27B07 Srt l Deportment to thnt Endangered P' State Wpartmerl of Fmhmi�Hyd au6m Permit Federal Flood Plain REV.: IcururlLE 3/4'1 RICK i ,Wa, Permits,National Potutant aechargm 01nbn1bn System Peril:b JOB NO:ZO18-lf10 ,X r"r�°pr " the reepond'MTty of UIa Developer,Landowner, and their Engineer. 'ON4a EN" - The Leanne of Ibis permit shall not be construed es proof of DATE: Dec. 2019 TRAP OUTLET SECTION C-C compliance with oppfsoble lave and permit requirements. -- SCALD 1'=5' 9Ca2: Noted December 19, 2019 DRAWN: D. HERRIGSPAD CITY ENGINEER DATE CHECK: D. 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'''I‘ •-..AiL .• .. ,-.. ,r...L.,- - - -- --*-- - — . 4'-'-'-''' - )' — • 1. :..‘.4,1.. =-1 1 APPENDIX 7 — Drainage BMP Facility Maintenance Covenant Note: To be recorded prior to: 1) Temporary Certificate of Occupancy; 2) Final Certificate of Occupancy, and or; 3) Final Acceptance of the project. This is Covenant is required for any Permanent Stormwater Facility constructed on a project site. The applicant should work with the the City of Anacortes Engineering Department on formalizing the document for recording. No covenant for perforated stub out. Figure 11-4.1.1 Stabilized Construction Entrance NOT TO SCALE t,\cw boa /0 ‘...IziPieiifiei.i. 100'min. Install driveway culvert if there is a — — Y �� roadside ditch 'resent • • • •` p 4"_8"quarryfY�—•Y�Y spells •'����•�i�i�i�: el Geotextile !=!Y-;�Y- Y- Y- �� Notes: 15'min. 1. Driveway shall meet the requirements of the 12"minimum thickness permitting agency. 2. It is recommended that Provide full width the entrance be of ingress/egress crowned so that runoff area drains off the pad. ftUFM Figure II-4.1 .1 Stabilized Construction Entrance DEPARTMENT OF Revised June 2015 ECOLOGYPlease see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume 11- Chapter 4 -Page 273 BMP C107: Construction Road/Parking Area Stabilization Purpose Stabilizing subdivision roads, parking areas, and other on-site vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. Conditions of Use Roads or parking areas shall be stabilized wherever they are constructed, whether per- manent or temporary, for use by construction traffic. . High Visibility Fencing (see BMP C103: High Visibility Fence (p.269))shall be installed, if necessary, to limit the access of vehicles to only those roads and park- ing areas that are stabilized. Design and Installation Specifications . On areas that will receive asphalt as part of the project, install the first lift as soon as possible. . A 6-inch depth of 2-to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH monitoring and BMPs (BMP C252: High pH Neutralization Using CO2 (p.409) and BMP C253: pH Control for High pH Water (p.412)) are necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade. . Temporary road gradients shall not exceed 15 percent. Roadways shall be care- fully graded to drain. Drainage ditches shall be provided on each side of the road- way in the case of a crowned section, or on one side in the case of a super- elevated section. Drainage ditches shall be directed to a sediment control BMP. . Rather than relying on ditches, it may also be possible to grade the road so that run- off sheet-flows into a heavily vegetated area with a well-developed topsoil. Land- scaped areas are not adequate. If this area has at least 50 feet of vegetation that water can flow through, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include wetlands or their buffers. If runoff is allowed to sheetflow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. 2014 Stormwater Management Manual for Western Washington Volume ll- Chapter 4 -Page 277 . Storm drain inlets shall be protected to prevent sediment-laden water entering the storm drain system (see BMP C220: Storm Drain Inlet Protection (p.357)). Maintenance Standards Inspect stabilized areas regularly, especially after large storm events. Crushed rock, gravel base, etc., shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. Following construction, these areas shall be restored to pre-construction condition or bet- ter to prevent future erosion. Perform street cleaning at the end of each day or more often if necessary. BMP C120: Temporary and Permanent Seeding Purpose Seeding reduces erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Use seeding throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. The optimum seeding windows for western Washington are April 1 through June 30 and September 1 through October 1. Between July 1 and August 30 seeding requires irrigation until 75 percent grass cover is established. Between October 1 and March 30 seeding requires a cover of mulch with straw or an erosion control blanket until 75 percent grass cover is established. Review all disturbed areas in late August to early September and complete all seeding by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average protection. . Mulch is required at all times for seeding because it protects seeds from heat, mois- ture loss, and transport due to runoff. Mulch can be applied on top of the seed or simultaneously by hydroseeding. See BMP C121: Mulching (p.284)for spe- cifications. . Seed and mulch, all disturbed areas not otherwise vegetated at final site sta- bilization. Final stabilization means the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent per- 2014 Stormwater Management Manual for Western Washington Volume II- Chapter 4 -Page 278 Figure II-4.1 .7a Concrete Washout Area 3m Minimum o - o 0 0 Lath and flagging 0 ( ) ( ) , on 3 sides 0 \ y \/- / ^ Sandbag 0 o Berm Sandbag / <;—/ — 10 mil plastic lining Varies 0 A O f A 0 , >__ 1m 0,� ' Berm \---! /\ A \ 00 O O ( O 0 Section A-A 10 mil plastic lining Plan Notes: 1. Actual layout determined in the field. Type "Below Grade" 2. A concrete washout sign shall be installed within 10 m of the 3m Minimum NW^ temporary concrete washout facility. sa as kg kg Wood frame IN AB securely fastened around entire perimeter with two 1' stakes rl Varies =' 10 mil=' plastic lining r\: 8\- Stake (typ.) DI kg og kg Section B-B 10 mil plastic lining Two-stacked 2x12 rough Plan wood frame Type "Above Grade" with Wood Planks NOT TO SCALE r UFiM Figure II-4. 1 .7a IMWat Concrete Washout Area DEPARTMENT OF Revised June 2015 ECOLOGYPlease see hftp://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume ll - Chapter 4 - Page 322 Figure II-4.1 .7b Concrete Washout Area Straw bale 10 mil plastic lining Binding wire Staples Native material (2 per bale) (optional) (�Wood or ril VA Plywood metal stakes 11lli!. •Al. 1200 mm x 610 mm bi.'".. --= -■I■ Wood post (2 per bale) 1 ( painted white (89 mm x 89 mm Lag screws x 2.4 m) Section B-B (12.5 mm) CONCRETEI �. Black letters WASHOUT , I 150 mm height �. 915 mm '_I I 1915 mm f 3m Minimum Concrete Washout Sign Stake (typ) Detail (or equivalent) • • • B B I ■ , ■ I Varies —0-1 [—a-- 50 mm • •1 200 mm 4 -..— 3.05 mm dia. steel wire ■ ■ ■ ■ ■ Staple Detail . 10 mil plastic lining Notes: Straw bale 1. Actual layout (typ.) determined in the field. Plan 2. The concrete washout sign shall be installed within 10 m of the temporary concrete washout facility. Type "Above Grade" with Straw Bales NOT TO SCALE 1611:M Figure II-4. 1 .7b IIMI Concrete Washout Area DEPARTMENT OF Revised June 2015 ECOLOGYPlease see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 323 Figure 11-4.2.16 Cross Section of Sediment Trap Surface area determined at top of weir [....,1M .,..). 11'1' Min. Overflow V 1' Min. 03,. T _ _ _ _ T yr4, 3.5' - 5' t .'•� r— s a !, Min. ()'.4_ 1.5' Min. Flat Bottom 3/" - 1.5„ 4 Washed gravel Discharge to Note: Trap may be formed by berm or by Geotextile stabilized partial or complete excavation. 2 4" Rock uneeyance, outlet, or level spreader Rip Rap NOT TO SCALE r WIIII 6Foguro D=4.2. ` 6 19ML Cross Section of Sethrnenfi Trap DEPARTMENT OF Revised November 2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II ® Chapter 4 - Page 386 Figure 11-4.2.17 Sediment Trap Outlet kg" 6' Min. ►� —' I 1I-I 11 1—I I I—I 11—I I—I 11—I �• —I I—I IIII—III—III— 1' Min. depth overflow spillway I —III—III—III—III—I 11- =1 I I—III—III=1 I I=1 I l i l l l - (�I I I=111=111=1 I I=111=1 I I. 1-1�'; .:.:.:.:.:. .:.:.:.:.:.:':.:.:, - I_ ' .�h_ rr_ 8r}1c•`''t a-7--4? :�?.ro 'S�"�J�'d:�`Sjyr•VT+'eK't' 1 `r' 1i ,;� ., '�<;'" ,r�.�a�{,�ri�.s1 u.— Min. 1' depth 2" -4" rock I I 1 . •�I 1'y a' �Sti �t�, �a� ��y,�,,,,�,1fi� I� Native soil or -1 I I—III—I I III—III-111-111-111-1 I Min. 1' depth /" - 1.5" compacted backfill washed gravel Geotextile NOT TO SCALE Figure II-4.2. 17 Sediment Trap Outlet DEPARTMENT OF Revised November 2015 ECOLOGYPlease see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume II - Chapter 4 - Page 387 Figure 11-4.2.12 Silt Fence Joints in filter fabric shall be spliced at posts. Use staples, wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga. wire or equivalent, if standard strength fabric used r������ �- �� ii�ii■mi■■■■■■■i� 11 i�i�i�i Oiv■mi■IIIIM E 1■ ME ,i�i�iR►�i�i�i�i�i��i�i�i�i�i�i�i�i�i�i�i�i�i�i�i!i�i�i�i‘■■■■■■■■■■■1 ■■ ►ii iiiiiiiiiiiiiiiiiiiiiii�i�i�iiii1■■■■■■■■■■■ u ►�i�i�i hW■■■■■■■ ■■ � Oit►ii! ►•i iiiii� ii i ��i�i�0i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i��i�i�iQ►4 ', ,i�i i!■■■ ■II !\�! i�i�i�i�i�i�i�i�i�i�i�i�i�iO����������������������*i��� ►4 i�►���►�WINN u■ rr LL r� I I 6' I I Minimum F max 7 1 4"x4" trench I u Post spacing may be increased 2"x2" wood posts, steel to 8' if wire backing is used fence posts, or equivalent 2"x2" by 14 Ga. wire or equivalent, if standard strength fabric used am El .// MI \ El\\ Filter fabric ;I \ iI \ \ i 2, min NI \/�%\\ \ iEl i El Backfill trench with �/ / \ in in n MI native soil or 3/4' - ' , .!! ;�I 1.5" washed gravel :dp`."" �A\ /\\/\ \\ \\\ /Minimum \/j \/ ./ 4"x4" trench 2"x2" wood posts, steel —il fence posts, or equivalent NOT TO SCALE ' ll Figure 11-4.2. 12 "Illiiiiiiiii Silt Fence DEPARTMENT OF Revised October 2014 ECOLOGY Please see http.//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume ll - Chapter 4 - Page 369 Stout Homes CAO&Geo Eval I in I� � � (Lots 3&4),Anacortes,WA Mater>;`�' �ti��k d�isvl�ltiii'g;,�; September 23rd,2019 19 FILE COPY _ FIGURE PACKET 1 OF ANAGOR ES Appendix Al. Location and Site Maps Regional Vicinity 1 •rnl u1 ilow Washu.gton Park / iMom lri Burrows Isl%dr /fit J j AlBac' der 1' 4 _ Beach ,!r !Altar.Island• Site Vicinity , 11 1 e y t ,• 3 d li aybaat beach 0 ,.,, �4',n �`� e' ...A I' ,i corn; o - f �.-.., • :0 A , ci aW ' er tt{frII 1 ',R Project Location " ' r .,/ ' r I 4 f' * Predutgr. f OA £,: Jo Maps Source:Google Imagery 2019 x t T Materials Testing & Consulting, Inc. Regional and Site Vicinity FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 &4) 1 Anacortes, WA 16 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23`a,2019 19B264 N Approximate + .. „„,„,2"4" _., __ I Property Boundarys ,} ,0 . 'Mari , or -OfN. {� TP-5 1 1 e L I, i 1 s 11 Ile TP_3 i 1 IP . ./ 4 4 < , r{ ,. N. i ir linikii.- k ,,,,4,.‘ TP-1 = F ', I N. _ f TP-2 x 1 I I'" -� I • 1 1 1 , , • 4 1 1 ' t i 1 - F _ I, 1 ' 4 i Aerial Photo Source: Google Earth 2019 I` >r"'" 0 60 Overlay by MTC:Kevin Quillan '` -'� t.. Not for Construction ,`.t ; - *Not to Scale—Shown is Approximate* SCALE(FEET) ' ' • 1 inch—60 feet Materials Testing & Consulting,Inc. Aerial Photo & Test Pit Locations FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 &4) 2 Anacortes, WA 17 . I Stout Homes CAO & Geo Eval (Lots 3 & 4),Anacortes,WA Materials Testing & Consulting, Inc. September 23rd, 2019 19B264 Appendix A2. Proposed Site Layout & Survey Maps praert.l.z l \ i i yrt se 1 1 i, fL1J -1, '1-1 ` { I' S 41 1 1 ,z-zrroz k<s\\\. `,.::,;,\`:,:\\.‘, ‘`.:: 1 z , I - - - - \ 11 't1-' \ ' ,�• A1 ' ti f l i i \ , i { I \ ' i 1 .::r_�.r_ i 1 1 I I 1 11 �\ \l� 1 \ ij;t TP-2 \ I I \� CST:�� \\.�, �� 1 ' \ \\\` \ r - Ti \ _ f rs+x'er .-e- ► + lean .—_-� Jr Y, , - . _ - aimii r:ew.�- i SCALE (FEET) 3 LtiBaYs� { r I f� zi I ytxtia ant -- 1 I 5_- f \ 1 inch—20 feet —� _ - / � —� — -'°T-�' Base Map: Site Plan 7/15/19 '� _ %�- yxI=-: By: Underwood&Associates, LLC `-�_ ; ---____ Overlay by MTC: Kevin Quillan - - _ __ -- *Not for Construction*_ Osprey Lane Not to Scale—Shown is Approximate Materials Testing & Consulting, Inc. Site Plan of Proposed Development FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 3 Anacortes, WA 18 Stout flumes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting,Inc. September 23`d, 2019 19B264 _— `y4 i J `� - _._----f _- _r_i_y,,,;.,0-/-yi '444 \ 2 _ _ - -- � - i1 `�— 1, �__ = i Lvt 4 J _ _-- � k - . \ 1 ; J r \ �'- ---ram r—__----- _____*________--1---- ow! . k.16-'1 -- .:1-.9/4t& -1,, ....-------------''':-L'--z":---i ------. 7.7/ —1------1 _--------=-1-' Fi Nt'. 4*4.4.s•W's ----- ----------'-77;:--- N., �:-/ ''-,-�; / f f Z\r-cr.77 1 ek ....,.. , .. , .,././ y. — ...--------) -- .„. irc,,,,,_:, - ___. . SCALE (FEET) . ., ,_ . ..... .. _. .., 1 inch-25 feet _� -_�{ ; . ,`\ ��,V'', - Base Map: Site Plan 6/17/2019 v . k By: Underwood&Associates,LLC Overlay by MTC: Kevin Quillan — ----- �' \� *Not for Construction* ` Not to Scale—Shown is Approximate Materials Testing & Consulting, Inc. Site Plan of Proposed Development FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 4 Anacortes, WA 19 I I I Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes,WA Materials Testing& Consulting, Inc. I September 23n', 2019 19B264 Appendix A3. Topographic Profile Profile of Project Site - FacingWest Unvegetated Conditions Grassy Upland & Rocky Slope Face 1 APPiROAJ: PROPOSil, Vegetated Conditions CDOTP f Mature Trees & Grassy Areas A - __ _ _ _ , 45 , 5° lk ' 1 ! 30', 35° I Osprey Lane 60, 12° A' 1 ' Marine Drive 0 30 SCALE(FEET) 1 inch--30 feet Materials Testing & Consulting, Inc. Topographic Profile of Study Area FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 5 Anacortes, WA 20 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23rd, 2019 19B264 Appendix B. Test Pit Logs Matertials Testing & Consulting Logof Test Pit TP-1 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3 &4 (CAO & Geo Eval) Date Started : 8/23/19 4208 Osprey Lane, Date Completed : 8/23/19 Anacortes, WA Sampling Method : Grab Samples Location : SW-Central Lot 3; See Map MTC Job# 19B264 Logged By : Kevin Quillen 0 N t_ 0 > .c _ —a)i o_ DESCRIPTION 0 c o Q E ii 2 UQ) u) (9 cn o 0 0 Poorly-graded GRAVEL WITH SAND, some silt, predominantly cobbles (<2' dia., angular), dark green to brown, moist, dense, cobbles and gravel is locally sourced (greenstone), some subrounded gravel, scattered trash. 1- 2— Gravel Fill 3— GP 4- 5- 6 SILTY SAND WITH GRAVEL, —35-40% angular to subrounded gravel, brown with some gray portions, moist, medium dense, some organic-rich intervals. 7 Uncontrolled Fill \/ = SM f\ Some Clay and Silt-rich interbeds. 8— SANDY SILT WITH GRAVEL, some cobbles, medium to light brown, moist, soft to medium stiff, some oxidation staining. 9-- ML Uncontrolled Fill T.D. @ 9.5' BPG at maximum machine reach. No seepage or groundwater observed. 10- 21 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23rd, 2019 19B264 Matertials Testing & Consulting Logof Test Pit T P-2 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3 & 4 (CAO & Geo Eval) Date Started : 8/23/19 4208 Osprey Lane, Date Completed :8/23/19 Anacortes, WA Sampling Method : Grab Samples Location : E-Comer Lot 3; See Map MTC Job# 19B264 Logged By : Kevin Quillan a5 c a) a) c� a) U- (� C = J a) v Q DESCRIPTION `6 Q _ .o a) (I) E iL o CD o 0 0 Poorly-graded GRAVEL, some sand and silt, predominantly cobbles (<2' dia., _ angular), abundant void space, dark green to brown, dry, dense to very dense, cobbles and gravel is locally sourced (greenstone). 1- 2- - Gravel !Cobble Fill 3— GP • 4— 5- 6 Poorly-graded GRAVEL WITH SILT AND SAND, dark brown, moist, medium dense, -25% silt, -35% sand, trace organics, moderately difficult digging. 7- - Uncontrolled Fill GP 8— SILT WITH SAND, with gravel (<2" angular), gray to light brown, moist to very moist, medium stiff to soft, sharp color changes and angular clasts of greenstone 9— indicate fill_ ML Uncontrolled Fill 10 T.D. @ 10.0' BPG at maximum machine reach. No seepage or groundwater observed. 22 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23', 2019 19B264 Matertials Testing & Consulting Logof Test Pit TP-3 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3 &4 (CAO & Geo Eval) Date Started :8/23/19 4208 Osprey Lane, Date Completed :8/23/19 Anacortes, WA Sampling Method : Grab Samples Location :Southern End Lot 4; See Map MTC Job# 19B264 Logged By : Kevin Quillen 0 0 N — (1) c a) 0) ca a) V_ U > L C = _J r ° DESCRIPTION a) o n. U E ii 2 0 0 CO o 0 Poorly-graded GRAVEL, some sand and silt, predominantly cobbles (<2' dia., angular), abundant void space, dark green to brown, dry, dense to very dense, cobbles and gravel is locally sourced (greenstone). 1- 2— Gravel /Cobble Fill GP 3- 4- 5— Poorly-graded GRAVEL WITH SILT AND SAND, dark brown, moist, medium dense to dense, —25% silt, —35% sand, some organics, moderately difficult digging. 6— _ Uncontrolled Fill GP Variable deposit. 7— 8 SANDY SILT WITH GRAVEL to SILTY SAND WITH GRAVEL, moist to very moist, ML-SM gray to brown, soft to medium stiff, sharp color changes and angular gravel indicate fill. 1 Uncontrolled Fill / 9- T.D. @ 8.5' BPG at maximum machine reach. No seepage or groundwater observed. 10- 23 - Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 2r, 2019 19B264 Matertials Testing & Consulting Burlington, WA Log of Test Pit TPA Geotechnical & Environmental Engineering Stout Homes Lots 3 &4 (CAO & Geo Eval) Date Started : 8/23/19 4208 Osprey Lane, Date Completed : 8/23/19 Anacortes, WA Sampling Method : Grab Samples Location : North-Central Lot 4; See Map MTC Job# 19B264 Logged By : Kevin Quillan TD N a U- U cn a_ DESCRIPTION E c a) U o s o 0 0 SILTY SAND WITH GRAVEL, medium brown, moist, dense to very dense, tr organics and roots. 1 - 2— Compacted Fill 3— SM Consistent throughout. 4- 5- 6— T.D. @ 6.5' BPG at maximum machine reach. No seepage or groundwater observed. 7- 8- 9- 10- 24 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23rd, 2019 19B264 Matertials Testing & Consulting Logof Test Pit TP-5 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3 &4 (CAO & Geo Eval) Date Started : 8/23/19 4208 Osprey Lane, Date Completed : 8/23/19 Anacortes, WA Sampling Method : Grab Samples Location :W-Central Lot 4; See Map MTC Job# 19B264 Logged By : Kevin Quillan 0 a) C U- U > a) C = J Q) d DESCRIPTION m a o aai E IL 5 CD o 0 SILTY SAND WITH GRAVEL, medium brown with orange mottling, very moist, medium dense, heavily mottled, moderately consolidated. 1— SM Weathered Glacial Till 2— 3 SANDY SILT WITH GRAVEL, medium brown, moist, stiff to very stiff, light mottling, moderately to highly consolidated. 4— Glacial Till ML 5— Becomes hard. 6— T.D. @ 6.5' BPG at maximum machine reach. 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FQR CODE co Q < lT Y O • G 9n September 23 2019 rn Revised April 15, 2020 p + 1891 Cy Jeremy McNett,Designer `>,Tra FIELD Jeremy@UnderwoodArchitecture.com (360) 840-3294 Subject: Report of Critical Area Assessment Proposed Residence 4208 Osprey Lane,Anacortes WA (Lots 3 & 4) Anacortes,Washington 98221 MTC Project No.: 19B264 Dear Mr.McNett: 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. Site Investigation Methodology: 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval-(Lots 3-&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15, 2020) 19B264 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 Stout Homes CAO-&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) I9B264 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. Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval(Lots &4),Anacortes,WA Materials Testing& Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 MTC recommends that we be contacted to review fmal 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 fmal 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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. Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 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+ Snowberry Symphoricarpos albus Deciduous 3+ Rose Rose spp. Deciduous 2-10 Salmonberry Rubus spectabilis Deciduous To 12 Salal Gaultheria shallon Evergreen To 4 Oregon grape Mahonia spp. Evergreen To 6 Red huckleberry Vaccinium parvifolium Deciduous To 12 Evergreen Vaccinium ovatum Evergreen To 8 Serviceberry Amelanchier alnifolia Deciduous 12+ Bigleaf maple Acer macrophyllum Deciduous 60 Pacific madrone Arbutus menziesii Evergreen 70 Douglas-fir Pseudotsuga menziesii Evergreen 200+ Closing Remarks: The project location is within an area considered to be a potentially geologically hazardous slope zone. Upon acceptance and use of this report, and its interpretations and recommendations, the owner shall agree to indemnify and hold harmless MTC, including its owners and employees, from any adverse effects resulting from development and residence in a critical area. Ultimately it is the owner's choice to develop and live in a geologically hazardous area, and therefore the future consequences,both anticipated and unknown, are solely the responsibility of the owner. The discussions and interpretations presented herein are not intended to provide a warranty or guarantee of future site conditions. By using this report for the development of the subject property,the owner must accept and understand that it is not possible to fully anticipate all inherent risks of development within a geologically hazardous critical area. The recommendations provided above are intended to reduce, but not eliminate, such risks as is practically feasible from the point of view of geotechnical engineering. 13 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting,Inc. September 23,2019(Revised on April 15,2020) 19B264 Mr. Johnson, we trust this report presents the information you require. If you have questions, please do not hesitate to call. Respectfully Submitted, Materials Tesing and Consulting, Inc. �°{ Wash/. �w 2fro 00 2856 043 off 4ed Ge°` 09-23-2019 John R. Gillaspy I �---� John R. Gillaspy,L.E.G. Kevin Quillan, G.I.T. NW Region Geotechnical Division Manager Project Geologist AriCRAI4.- A�o 66�AtisT � �t'' 04/14/2020 SS I.�ONA LNG Medhanie G. Tecle, P.E. Engineering Manager 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 Stout Homes CAO&&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing&Consulting Inc.. September 23,2019(Revised on April 15,2020) 19B264 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 jr 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__ Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 15, 2020) 19B264 FIGURE PACKET Appendix Al. Location and Site Maps ,t N Regional Vicinity �,,,,, I. t Anacortes If 2P3 Washington Park • 4• ' f to E/ ' .,0 i 1.•.I I� . i >r (24 r , tt`\ • I J if , r Barra ,_Is1,:I'd , j, Fii.'goBay 1' i . . 2° Aquatic / ,' f` - `"- 12 Feserre 1 1 , -- . Alexander" y '! a Beach t 1 — ;I .l J I i I y ' 1 ,ilk l�Il ir}Island 1 I. I . ti Ii ;2i',i.,in Go nks 9 , _ , -_ i- ), 0 Site Vicinity s. q t` c,, ' . 7 1 . , _,,,, et, t f r,f 44, • I G War' i� . 14 T�gilc,at f each Q ,,� rye z 4 0 _ o _ �. - + , z tln pucen Frn�: i e lat_N„o i - _ Jti`I' ,./ . ' lie 9" t /1 r� I g 's. §', t I) Ct4 O s Project Location Ar of of s ' ,.Predator,,' f,:f1 JL" fj earl' Animal S i . � • 4.4 R A •�a N I * r4 f , , fr ! pad' r , /' ` e, .► . ,.. ,'I. ii� r Maps Source: Google Imagery 2019 ! ;a %kr,. _f ' p• -! I f Materials Testing & Consulting, Inc. Regional and Site Vicinity FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 1 Anacortes, WA 16 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 14, 2020) 19B264 N l - 1 Approximate - Property Boundarys � 1). - a gr! i TP4 — ', - y ii 40r ,, .. i - -4f / / . (' 4.,.,,, 3 itt •- , / // ", ,,,/, //: ''-' o t. . /re I 11 ' ,, TP2 R i f d •1 Ya F , I 1 I 3 . . .I, i 11 2 I r ' , t" yy 1 Aerial Photo Source: Google Earth 2019 - 0 60 Overlay by MTC: Kevin Quillan Not for Construction - - •- `. *Not to Scale — Shown is Approximate * SCALE (FEET) -- _ mim1 inch—60 feet Materials Testing & Consulting, Inc. Aerial Photo & Test Pit Locations FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 2 Anacortes, WA 17 Stout Homes CAO& Geo Eva!(Lots 3&4),Anacortes,WA Materials Testing&Consulting, Inc. September 23,2019(Revised on April 14, 2020) 19B264 Appendix A2. Proposed Site Layout & Survey Maps - - - - - a �Y - - - -- -- � — ` . -r - -- 4 ` 4 1 i t 1 :' 31 tom_ `. E. i -Ui--1- c'a 1 y: 4 1 �_J I ,tom \ -- -- - I \\\•} 4ss\ 4 k \ \ -- - - - 111 , ��� 14 t I I =cfm \ .4 4 1—I \ 1V i 44 \ I I 1 p,1 4 I 4 h 1 R ice LL I 4 G c \ I 14 � 4 7I ' I I 4 4 4 I I \ 1 1 \ I 4 ' \\\\\ 1 7 -2 l _ - - Top of Slope 1 L \l \\ \\\\� � _ '/ 1 - �, I 1 u�m ` 0 20 �ay.e eighg .Eptwt, r/ �,,�,r nia1 �I i� 11 SCALE(FEET) WV*an:a--__ 4� I. o ` 1 inch-20 feet --�- _ ^3i-�, Base Map: Site Plan 7/15/19 L I� *==aro By: Underwood&Associates, LLC -I _____ _ `�- Overlay by MTC: Kevin Quillan *Not for Construction* Not to Scale—Shown is Approximate -- - -_- - -- -_- - PWANr414 Osprey Lane I - Materials Testing & Consulting, Inc. Site Plan of Proposed Development FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 3 Anacortes, WA 18 - - I I 1 Stout Homes CAO&Geo Eval(Lots 3&4),Anacortes,WA Materials Testing& Consulting,Inc. September 23,2019(Revised on April 14, 2020) 19B264 I \ / .._____ --________ ____ L___i' j)11 ' / / ) I / --:,-, 'id'z ---4-/ / 7- ------ ' ''' '',, . i.e,,,.,"-- .-----'-'-- 7,------- ,. v_1,..__._,I.,__ __ _ 1 ,....7.,__-______ _ z-- __ -_______________ TP_5 `--'-'y } , tom, 0 Lot 4 4---- L----___:4..__ _---, ---, --=-------------__-_____LL__j..._, _ , -----' �� — TP-4 nes ` ter¢ - //ei'dtp c V., ' 0 25 0 \ im Top of Slop TP-3 f A t oximate `, SCALE(FEET) p P - -x ti 1 inch—25 feet Base Map: Site Plan 6/17/2019 - -_ _ h By: Underwood&Associates,LLC Overlay by MTC: Kevin Quillan —.' *Not for Construction* , ,�-.. Not to Scale—Shown is Approximate Materials Testing & Consulting, Inc. Site Plan of Proposed Development FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 4 Anacortes, WA 19 Stout Homes CAO& Geo Eval(Lots 3&4),Anacortes,WA Materials Testing& Consulting,Inc. September 23,2019(Revised on April 14, 2020) 19B264 Appendix A3. Topographic Profile Profile of Project Site - Facing West Unvegetated Conditions Grassy Upland & Rocky Slope Face .APPROXIMATE PROPOSED Vegetated Conditions FOOTPRINTS Mature Trees& Grassy Areas A 1._ s', 5° ---' 30', 35° Osprey Lane 60', 12° A' Marine Drive 0 30 SCALE (FEET) 1 inch—30 feet Materials Testing & Consulting, Inc. Topographic Profile of Study Area FIGURE 777 Chrysler Drive Critical Area Assessment Burlington, WA 98233 4208 Osprey Lane (Lots 3 & 4) 5 Anacortes, WA 20 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 14, 2020) 19B264 Appendix B. Test Pit Logs Matertials Testing & Consulting Logof Test Pit TP-1 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3 &4 (CAO & Geo Eval) Date Started :8/23/19 4208 Osprey Lane, Date Completed :8/23/19 Anacortes, WA Sampling Method :Grab Samples Location :SW-Central Lot 3; See Map MTC Job# 19B264 Logged By : Kevin Quillen 0 0 N 4t a) c U a) +r 7 °- DESCRIPTION - .0- 0_) a) m i, 0 U' U) o 0 0 - 0 • Poorly-graded GRAVEL WITH SAND, some silt, predominantly cobbles (<2' dia., io angular), dark green to brown, moist, dense, cobbles and gravel is locally sourced ! (greenstone), some subrounded gravel, scattered trash. • M • 1— • i F • M • M * i 2— 0 * ' 0 • Gravel Fill M • i M 3— GP • • F • • • F Mi 4- M ! M • F • • Fri 5— • .• F * i 0 • 0 • M • 6 , SILTY SAND WITH GRAVEL, —35-40%angular to subrounded gravel, brown with • some gray portions, moist, medium dense, some organic-rich intervals. 7^ Uncontrolled Fill SM • Some Clay and Silt-rich interbeds. 8— SANDY SILT WITH GRAVEL, some cobbles, medium to light brown, moist, soft to medium stiff, some oxidation staining, 9-- ML Uncontrolled Fill T.D. @ 9.5' BPG at maximum machine reach. No seepage or groundwater observed. 10- 21 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 14, 2020) 19B264 Matertials Testing & Consulting Logof Test Pit TP-2 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3&4 (CAO & Geo Eval) Date Started : 8/23/19 4208 Osprey Lane, Date Completed : 8/23/19 Anacortes, WA Sampling Method :Grab Samples Location : E-Comer Lot 3;See Map MTC Job# 19B264 Logged By : Kevin Quillan 0 0 N I# N C U ? co V a)°_ DESCRIPTION co o a c9 s cn 0 * I Poorly-graded GRAVEL, some sand and silt, predominantly cobbles (<2' dia., p angular), abundant void space, dark green to brown, dry, dense to very dense, ? ' cobbles and gravel is locally sourced (greenstone). 1— S 2- Gravel /Cobble Fill S S S 3— GP 4— S S S • 5— S S S 6 Poorly-graded GRAVEL WITH SILT AND SAND, dark brown, moist, medium dense, —25% silt, —35% sand, trace organics, moderately difficult digging. ' I = ? Uncontrolled Fill GP '* S y 8- S • SILT WITH SAND,with gravel (<2" angular), gray to light brown, moist to very moist, medium stiff to soft, sharp color changes and angular clasts of greenstone 9- indicate fill. ML Uncontrolled Fill 10 T.D. @ 10.0' BPG at maximum machine reach. No seepage or groundwater observed. 22 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 14, 2020) 19B264 • Matertials Testing & Consulting Log of Test Pit TP-3 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3 &4(CAO &Geo Eval) Date Started :8/23/19 4208 Osprey Lane, Date Completed :8/23/19 Anacortes, WA Sampling Method :Grab Samples Location :Southern End Lot 4; See Map MTC Job# 19B264 Logged By : Kevin Quillan 0 0 N .-. *k `- U > s °_- DESCRIPTION 0 0 c� o + Poorly-graded GRAVEL, some sand and silt, predominantly cobbles (<2' dia., angular), abundant void space, dark green to brown, dry, dense to very dense, r ! cobbles and gravel is locally sourced (greenstone). • 1- I. f F • r • ' r • 4 2— r • - r '' Gravel /Cobble Fill • GP r • • • 3— r • • r •, ' rf r 4 r 4 4— r4 r • r • • 5— • r '' Poorly-graded GRAVEL WITH SILT AND SAND, dark brown, moist, medium dense to F • dense, —25%silt, —35% sand, some organics, moderately difficult digging. • • r • 6— r � r Uncontrolled Fill r � - GP Variable deposit. - r 7— r 4 r , r � — r � r4 I. IF 8 SANDY SILT WITH GRAVEL to SILTY SAND WITH GRAVEL, moist to very moist, x ML-SM :, gray to brown, soft to medium stiff, sharp color changes and angular gravel indicate fill. Uncontrolled Fill g- T.D. @ 8.5' BPG at maximum machine reach. No seepage or groundwater observed. 10— 23 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 14, 2020) 19B264 Matertials Testing & Consulting Log of Test Pit TP-4 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3&4(CAO & Geo Eval) Date Started :8/23/19 4208 Osprey Lane, Date Completed :8/23/19 Anacortes, WA Sampling Method :Grab Samples Location : North-Central Lot 4;See Map MTC Job# 19B264 Logged By :Kevin Quillan 0 • o N a) N U ai °- DESCRIPTION 0 o 0 o 0 . ': SILTY SAND WITH GRAVEL, medium brown, moist, dense to very dense, tr •• organics and roots. 1— 2— Compacted Fill 3— SM Consistent throughout. 4- 5- 6— T.D. @ 6.5' BPG at maximum machine reach. No seepage or groundwater observed. 7- 8- 9— 10— 24 Stout Homes CAO & Geo Eval (Lots 3 & 4), Anacortes, WA Materials Testing & Consulting, Inc. September 23, 2019 (Revised on April 14, 2020) 19B264 Matertials Testing & Consulting Log of Test Pit TP-5 Burlington, WA Geotechnical & Environmental Engineering Stout Homes Lots 3&4(CAO & Geo Eval) Date Started : 8/23/19 4208 Osprey Lane, Date Completed :8/23/19 Anacortes, WA Sampling Method :Grab Samples Location :W-Central Lot 4; See Map MTC Job# 19B264 Logged By : Kevin Quillen � o 0 w a� c a) m co-J a) U ai fl a DESCRIPTION - 5 a) cn m ii 0 ❑ 0 cn o 0 : SILTY SAND WITH GRAVEL, medium brown with orange mottling, very moist, medium dense, heavily mottled, moderately consolidated. SM Weathered Glacial Till 2— 3 SANDY SILT WITH GRAVEL, medium brown, moist, stiff to very stiff, light mottling, moderately to highly consolidated. 4— Glacial Till ML 5- Becomes hard. 6— T.D. @ 6.5' BPG at maximum machine reach. No seepage or groundwater observed. 7— 8— 9- 10— 25 • j1 `,. ,� , i . 1, Y.1, . ; rr ' Ilr Ir. . ' I 'r _ ' / / I • e� 1 A •` 1 • 7: 'I.61' T: .1 £ � '1_ .,,, 1111 11 � ll• V ) •I ) • % I '1 ` •l 11 r 1 ' , � • 1 I . ', r1J • - - C` ' T S : -,t r. .r �j , (j - . , 1t C/ ' -`% �'> • I •VI a r �` • ll t L�Ot i • . • • • • 11 • r• LA • • ',Jr II. ,I 'tams %X• G ip l /('r. 1 i 'LA i1r O 0 y-t t ,; 't p t . � e• 4 ./. 1• ,•r : r « , I.L. f 11 .• \ V �. �y./� • d , I '1 ,. .+;.r ,� 'y , �r • ' P 1 : " . • • r t. - ' `p , y•.,' 1. , , I . (IC? O la, y �lr , I _, I ,<,t ~,rll . CD CD 0 rat 1 1I 1 , 1/ � � rl r5;?) 'y' �);' .t lll ;• /IT1 .' {�rvaj I� •f% t. I` , - - I,•. ! 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LI 2-08 0 prtu\ 1.--,v) FILE COPY I Gravity Analysis I Job: Stout L 3 Site: rey ane 9878 Registered ,� Anacortes,WA 98221 CHI tT -17 -. i Architect: Underwood &Associates, Ilc Michae .Underwood Mike Underwood,AIA state of Washington 1005 4th Street Anacortes,WA 98221 Date: 29-Jan-20 Basis of Design Code 2015 IRC and IBC Structural Concrete: Steel A.S.T.M A36 fc= 3000.00 psi Fy= 36.00 ksi Fy= 40.00 ksi Fb= 24.00 ksi Dead Load = 1.40 ksi E = 29 x 101'6 psi Live Load = 1.70 ksi flexure= 0.90 Foundation Soil Type= soft clay,silt(default) axial tension= 0.90 Allowable Soil Bearing = 150000 psf axial compression= 0.70 Fasteners Metal Framing anchors, clips, angles,straps, hangers, etc. shear= 0.85 Use"Simpson Strong Tie"or Equal. Nails- Use common type. Bolts- A.S.T.M.A307 Lumber Properties beam width I weight I fb(single) Fir I E x 101'6 fc(perp) I fc(parallel) I grade 2x DF-L#1 1.50 32.0 1000 180 1.70 625 1500 #1 2X DF-L #2 1.50 32.0 900 180 1.60 625 1350 #2 2X DF-L stud 1.50 32.0 700 180 1.40 625 850 #3 (2)2x DF-L #1 3.00 32.0 1000 180 1.70 625 1500 #1 (2)2x DF-L #2 3.00 32.0 900 180 1.60 625 1350 #2 4x DF-L #ss 3.50 32.0 1500 180 1.90 625 1700 SS 4x DF-L #1 3.50 32.0 1000 180 1.70 625 1500 #1 4x DF-L #2 3.50 32.0 900 180 1.60 625 1350 #2 6x DF-L #ss 5.50 32.0 1500 170 1.60 625 1700 SS 6x DF-L #1 5.50 32.0 1000 170 1.60 625 1500 #1 6x DF-L #2 5.50 32.0 900 170 1.30 625 1350 #2 3.5"BC GLB 24f 3.50 36.4 2400 265 1.80 1100 1650 24f-V4 ' 5.5"BC GLB 24f 5.50 36.4 2400 265 1.80 1100 1650 24f-V4 3.125" BC GLB 24f 3.13 36.4 2400 265 1.80 1100 1650 24f-V4 5.125" BC GLB 24f 5.13 36.4 2400 265 1.80 1100 1650 24f-V4 6.75"BC GLB 24f 6.75 36.4 2400 265 1.80 1100 1650 24f-V4 1.75"Versa-lam 2.0 1.75 37.0 2800 285 2.00 750 3000 2.0 2800 3.5"Versa-1am 2.0 3.50 37.0 3100 285 2.00 750 3000 2.0 3100 5.25"Versa-lam 2.0 5.25 37.0 3100 285 2.00 750 3000 2.0 3100 7"Versa-lam 2.0 7.00 37.0 3100 285 2.00 750 3000 2.0 3101 11\El g-1-' N [i ‘;',7 ri Fri Lli JAN 3 0 2020 . [j �ITY OF.A'ACORTE Basis of design Unit Weights FLOOR LOADS floor 1 psf floor 2 psf deck psf top finish carpet and pad 1 2.0 2.0 4.5 substrate (top) none 0.0 none 0.0 none 0.0 '�"'i'OM3/4"osb 2.5 3/4"osb 2.5 none 0.0 insulation R30 batt-floor joists 0.4 R30 batt floor 0.4 r .��,g 0.0 joists 16'oc framing 12"tji 2.7 12"tji 2.7 2x10 2.9 bottom finish 5/8"g.w.b. 2.8 5/8"g.w.b. 2.8 none 0.0 pipes/misc pipes 1.0 pipes 1.0 none 0.0 total 11.4 total 11.4 none 7.4 ROOF LOADS _ flat roof psf sloped roof psf roof deck psf top finish none 0.0 metal 1.8 1.0 membraine 0.0 1.0 0.0 insulation none 0.0lir none! 0.0 __ • _ i_,(,In� 0.0 above plywood sheathing none 0.0 5/8"osb 2.1 3/4"osb 2.5 ceiling structure none 0.0 truss 2.2 2x10 2.9 insulation none 0.0 R49 batt 0 6 3"corbond + 0.3 1.4111 ceiling 6" R 21 batt bottom finish none 0.0 5/8"g.w.b. 2.8 5/8"g.w.b. 2.8 drop ceiling none 0.0 none 0.0 none 0.0 pipes/misc none 0.0 pipes 1.0 pipes 1.0 total 0.0 total 11.5 total 10.5 WALL LOADS Interior Wall psf Exterior wall psf outer finish 1/2"g.w.b. 2.2 cedar siding 1.6 rigid insulation . • • - l 0.0 none' 0.0 fire layer 0.0 . none, 0.0 substrate 7/16"osb 1.6 7/16"osb 1.6 16'oc framing 2x6 1.7 2x6 1.7 insulation R15 sound 0.1 R21 batt 2x6 illwalls' 0.2 interior finish 1/2"g.w.b. 2.2 1/2"g.w.b. 2.2 total 7.8 total 7.3 Basis of design Uniform Load with single point Job Stout Lot 3 Beam number: LOfbl.xlsm Species/beam type 5.25"Versa-lam 2.0 Level: level 0 span 11.50 feet location or line: 1 load modifier(Im)= 115%/snow load Type: beam 1"deflection in 360 inches Use: Floor design descnptlon area type load plf Beam Width b= 5.25 inch Live Loads weight per foot= 37.0 lbs LL floor 13.0 sf residential 40.0 = 520 LL attic 12.0 sf light storage 20.0 = 240 Fv: 285 760 E: 2.0 x10^6 LL roof) 20.0 sf 0 to 4:12 20.0 = 4001 400 Fb = 3,100 Dead Loads load modifier(lm)= 1.15 floor 1 0.0 sf 11.4 = 0 Fb: modified = 3,565 floor 2 13.0 sf 11.4 = 148 deck 0.0 sf 7.4 = 0 flat roof 0.0 sf 0.0 = 0 fc(perpend.): 750 sloped roof 20.0 sf 11.5 = 230 fc(post): 3,000 roof deck 0.0 sf 0.0 = 0 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 19.0 sf 7.3 = 139 design deflection A= 0.38 inch Beam 1.0 @ 18.9 = 19 536 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 20.0 sf 25.0 = 0 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 400 plf 0 total LL= live load 1,160 plf P= 5,204 # total DL= dead load 536 plf a= 7.8 total S = snow load 0 plf uniform w= 1696 pfl Floor DL+LL 1,696 # Combinations: n/a n/a # A R2 11,450 13,261 Governing W: (largest combination) 1,696 # total point load 5,204 @ a= 7.8 b= 3.7 Pb V1 = R1= 11,450 # V2= R2= Pa 13,261 # try beam height d: 14.00 inches n 0.5 bd ft II7 # beam Bending wl^2 moment uniform w= 8 28,042 feet/# moment M Pab point= 13,148 feet/# l Total Moment= 41,190 feet/# section modulus S= 6 2 172 in^3 factor of safety check bending Fb= S 240 < 3,565 (design Fb) PASS 14.8 Single Point Shear 3V horizontal shear Fv= 2bd 271 < 285 (design Fv) PASS 1.1 Uniform Load with single point(Cont.) Job = Stout Lot 3 Beam Number= LOfb1.xlsm Deflection moment of inertia I = bd23 1,201 in"4 Pab(a+2b),J3a(a`L'+2b) deflection A= r 5 w14 L384 El + 27 EI 1 0.38 inch < 0.38 (design A) PASS 1.0 Use Beam = 5.25"Versa-lam 2.0 x 14.00 Single Point SIMPLE BEAM - Uniform Load Job Stout Lot 3 Beam number: Lldkl.xlsm Species/beam type 6x DF-L #1 Level: level 2 span/ 10.00 feet location or line: C.5 repetitive no Type: beam Fb load modifier normal load Use: Floor 1"deflection in 360 inches 29-Jan-20 I design description area type load plf Beam Width b: 5.50 inch Live Loads weight per foot: 32.0 lbs LL floor 6.0 sf residential 40.0 = 240 LL attic 0.0 sf ordinary 10.0 = 0 Fv: 170.00 240 E: 1.6 x10^6 LL roof 0.0 sf 4 to 12:12 16.0 = 0 0 fc(perpend.): 625 Dead Loads fc(post): 1500 floor 1 0.0 sf 11.4 = 0 floor 2 0.0 sf 11.4 = 0 deck 6.0 sf 7.4 = 44 Fb: 1000 flat roof 0.0 sf 0.0 = 0 load modifier(Im): 1.00 sloped roof 0.0 sf 11.5 = 0 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 1,000 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 0.0 sf 7.3 = 0 Beam 1.0 @ 11.3 = 11 design deflection A: 0.33 inch 56 snow loads deck 6.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 I sloped roof 0.0 sf 25.0 0 roof deck 0.0 sf 25.0 0 total LLR= roof live load 0 plf 0 total LL= live load 240 plf uniform w= 296 pfl total DL= dead load 56 plf total S= snow load 0 plf Floor DL+LL 296 # A A Combinations= n/a n/a # 1,479 1,479 Combo= (largest combination) 296 total from above= 0 Governing W= wl 296 # reaction V= R= 2 1,479 # try beam height d= 9.25 inches 4.24 bd ft 113 #beam Bending moment M= w8 2 3,696 ft/# z section modulus S= bh 78 inA3 factor of safety 6 check bending Fb= M 566 < 1000 (design Fb) PASS 1.8 Shear 1.5 V horizontal shear Fv= bd 44 < 170 (design Fv) PASS 3.9 Deflection moment of inertia I= bd^3 363 inA4 12 deflection D= 5 *w i 4 0.11 inch < 0.33 (design A) PASS 2.9 I 384 E*I Prepared by Mike Underwood 1/29/2020 Page 1 Use Beam= 6x DF-L #1 x 9.25 SIMPLE BEAM -Uniform Load(cont.) Job Stout Lot 3 Beam number: L1dkl.xlsm Posts and Connections load + above + above = total axial load reaction-Ra= 1,479 + 0 + 0 = 1,479 lbs post a reaction- Rb= 1,479 + 0 + 0 = 1,479 lbs post b post R1 post R2 unsupported I= 9.0 ft 9.0 ft post material = (2)2x DF-L #2 (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches 1/d = 36.0 < 50.0 PASS 36.0 < 50.0 PASS cross sec. req. = 1.1 inA2 1.1 inA2 Post area= 16.5 inA2> 1.1 PASS 16.5 i02> 1.1 PASS Post Cap= Post Base= footing soil bearing = 1500 psf from basis of design req'd = reaction/soil Ra= 1479 # Rb= 1479 # 1.0 ft^2 1.0 ft^2 min. =I 11.9 I in-sq min.=1 11.9 I in-sq Use: Post and Footing "R1" P = 1,479 # 3.00 x 5.50 (2)2x DF-L #2 post 6.00 in-thk SG:.:-!....-:-::::::0:::::.: (2)#4's e.w. 16.00 in-so Use: Post and Footing "R2" P = 1,479 # 3.00 x 5.50 --__,_ (2)2x DF-L #2 post - i 6.00 in-thk i. . ::: :::::0::: (2)#4's e.w. 16.00 in-sq Prepared by Mike Underwood 1/29/2020 Page 2 SIMPLE BEAM - Uniform Load Job Stout Lot 3 Beam number: L1 gh.xlsm Species/beam type 5.25"Versa-lam 2.0 Level: level 1 _ span! 16.00 feet location or line: C.5 repetitive no Type: beam Fb load modifier normal load Use: Roof/Deck 1"deflection in 240 inches 29-Jan-20 design description area type load plf Beam Width b: 5.25 inch Live Loads weight per foot: 37.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 0.0 sf ordinary 10.0 = 0 Fv: 285.00 0 E: 2.0 x10"6 LL roof) 6.0 sf 4 to 12:12 16.0 = 96 96 fc(perpend.): 750 Dead Loads I fc(post): 3000 floor 1 0.0 sf 11.4 = 0 floor 2 0.0 sf 11.4 = 0 deck 0.0 sf 7.4 = 0 Fb: 3100 flat roof 0.0 sf 0.0 = 0 load modifier(Im): 1.00 sloped roof 6.0 sf 11.5 = 69 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 3,100 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 0.0 sf 7.3 = 0 Beaml 1.0 @ 16.0 = 16 design deflection A: 0.80 inch 85 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 I sloped roof 6.0 sf 25.0 150 roof deck 0.0 sf 25.0 0 total LLR= roof live load 96 plf 150 total LL= live load 96 plf uniform w= 331 pfl total DL= dead load 85 plf total S= snow load 150 plf R1 R2 Roof/Deck DL+ LL 181 # Combinations= DL+(LLr or Snow) 331 # 2,649 2,649 Combo= (largest combination) 331 total from above= 0 Governing W= wl 331 # reaction V= R= 2 2,649 # try beam height d = 11.875 inches 5.20 bd ft 256 #beam Bending moment M = `"8 ZZ 10,596 ft/# section modulus S= bhZ 123 in"3 factor of safety 6 check bending Fb= S 1031 < 3100 (design Fb) PASS 3.0 Shear 1.5V horizontal shear Fv= bd 64 < 285 (design Fv) PASS 4.5 Deflection moment of inertia I = 3 733 in"4 12 deflection D= *w(i"4) 0.33 inch < 0.80 (design A) PASS 2.4 384 E*I Use Beam= 5.25" x 11.875 Versa-lam 2.0 SIMPLE BEAM - Uniform Load (cont.) Job Stout Lot 3 Beam number: Llgh.xlsm Posts and Connections load + above + above = total axial load reaction-Ra= 2,649 + 0 + 0 = 2,649 lbs post a reaction -Rb = 2,649 + 0 + 0 = 2,649 lbs post b post R1 r- post R2 unsupported I = 9.0 ft 9.0 ft post material = (2)2x DF-L #2 (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches l/d = 36.0 < 50.0 PASS 36.0 < 50.0 PASS cross sec. req. = 2.0 inA2 2.0 in"2 Post area= 16.5 in"2> 2.0 PASS 16.5 in"2> 2.0 PASS Post Cap= Post Base= footing soil bearing = 1500 psf from basis of design req'd = reaction/soil Ra = 2649 # Rb= 2649 # 1.8 ft^2 1.8 ftA2 min. =I- 15.9 I in-sq min.=I 15.9 1 in-sq Use: Post and Footing"R1" P = 2,649 # 3.00 x 5.50 --.___ _ • (2)2x DF-L #2 post 6.00 in-thk ii ::::;::::;:;a , : , (2)#4's e.w. 16.00 in-sq Use: Post and Footing "R2" P = 2,649 # 3.00 x 5.50 — (2)2x DF-L #2 post 6.00 in-thk '0:i::::i*::; :.'; : :i. (2)#4's e.w. 16.00 in-sq SIMPLE BEAM -Uniform Load Job Stout Lot 3 Beam number: L1rb2.xlsm Species/beam type 6x DF-L #1 Level: level 1 span/ 10.00 feet location or line: 1 and C.5 repetitive no Type: beam Fb load modifier normal load Use: Roof/Deck 1"deflection in 240 inches 29-Jan-20 design description area type load plf Beam Width b: 5.50 inch Live Loads weight per foot: 32.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 0.0 sf ordinary 10.0 = 0 Fv: 170.00 0 E: 1.6 x10^6 LL roof 6.0 sf 4 to 12:12 16.0 = 96 96 fc(perpend.): 625 Dead Loads fc(post): 1500 floor 1 0.0 sf 11.4 = 0 floor 2 1 0.0 sf 11.4 = 0 deck 0.0 sf 7.4 = 0 Fb: 1000 flat roof 0.0 sf 0.0 = 0 load modifier(Im): 1.00 sloped roof 6.0 sf 11.5 = 69 repetitive factor(if): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 1,000 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 0.0 sf 7.3 = 0 Beam 1.0 @ 11.3 = 11 design deflection A: 0.50 inch 80 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 6.0 sf 25.0 = 150 roof deck_ 0.0 sf 25.0 = 0 total LLR= roof live load 96 plf 150 total LL= live load 96 plf uniform w= 326 pfl total DL= dead load 80 plf total S= snow load 150 plf AA Roof/Deck DL+ LL 176 # Combinations= DL+(LLr or Snow) 326 # 1,632 1,632 Combo= (largest combination) 326 total from above= 0 Governing W= wl 326 # reaction V= R= 7 1,632 # try beam height d= 9.25 inches 4.24 bd ft 113 #beam Bending moment M = '`�8 22 4,080 ft/# section modulus S= bhz 78 inA3 factor of safety 6 check bending Fb= S 624 < 1000 (design Fb) PASS 1.6 Shear 1.5 V horizontal shear Fv= bd 48 < 170 (design Fv) PASS 3.5 Deflection moment of inertia I = bd 3 363 in^4 12 deflection D= ,kw(1^4) 0.13 inch < 0.50 (design A) PASS 4.0 384 E*I Prepared by Mike Underwood 1/29/2020 Page 1 Use Beam= 6x DF-L #1 x 9.25 Prepared by Mike Underwood 1/29/2020 Page 2 SIMPLE BEAM -Uniform Load (cont.) Job Stout Lot 3 Beam number: L1rb2.xlsm Posts and Connections load + above + above = total axial load reaction -Ra= 1,632 + 0 + 0 = 1,632 lbs post a reaction - Rb= 1,632 + 0 + 0 = 1,632 lbs post b post RI post R2 unsupported I = 9.0 ft 9.0 ft post material = (2)2x DF-L #2 (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches I/d = 36.0 < 50.0 PASS 36.0 < 50.0 PASS cross sec. req. = 1.2 inA2 1.2 in^2 Post area= 16.5 in^2> 1.2 PASS 16.5 in^2> 1.2 PASS Post Cap= Post Base= footing soil bearing= 1500 psf from basis of design req'd= reaction/soil Ra= 1632 # Rb= 1632 # 1.1 ftA2 1.1 ft^2 $ min. =I 12.5 I in-sq min.=l 12.5 I in-sq Use: Post and Footing"R1" P = 1,632 # 3.00 x 5.50 - _ (2)2x DF-L #2 post :i 6.00 in-thk i : . ?: : :iii 0 (2)#4'e.N/. 16.00 in-sq Use: Post and Footing "R2" P = 1,632 # 3.00 x 5.50 - (2)2x DF-L #2 post 6.00 in-thk ........ '::: `>::::ti:'.::: (2)#?.'s e.w. 16.00 in-sq Prepared by Mike Underwood 1/29/2020 Page 3 SIMPLE BEAM -Uniform Load Job Stout Lot 3 Beam number: L1 rb1.xlsm Species/beam type 5.25"Versa-lam 2.0 Level: level 1 span/ 10.00 feet location or line: 6 repetitive no Type: beam Fb load modifier normal load Use: Roof/Deck 1"deflection in 240 inches 29-Jan-20 design description area type load plf Beam Width b: 5.25 inch Live Loads weight per foot: 37.0 lbs LL floor 0.0 sf residential 40.0 = 0 LL attic 12.0 sf ordinary 10.0 = 120 Fv: 285.00 120 E: 2.0 x10^6 LL roof' 22.3 sf 4 to 12:12 16.0 = 357 357 fc(perpend.): 750 Dead Loads fc(post): 3000 floor 1 0.0 sf 11.4 = 0 floor 2 0.0 sf 11.4 = 0 deck 0.0 sf 7.4 = 0 Fb: 3100 flat roof 0.0 sf 0.0 = 0 load modifier(Im): 1.00 sloped roof 22.3 sf 11.5 = 257 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 3,100 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 0.0 sf 7.3 = 0 Beam 1.0 @ 12.8 = 13 design deflection A: 0.50 inch 270 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 22.3 sf 25.0 = 558 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 357 plf 558 total LL= live load 477 plf uniform w= 1184 pfl total DL= dead load 270 plf total S= snow load 558 plf Roof/Deck DL+LL 747 # A A Combinations= DL+(LLr or Snow) 1,184 # 5,920 5,920 Combo= (largest combination) 1,184 total from above= 0 Governing W= wl 1184 # reaction V= R= 7 5,920 # try beam height d = 9.50 inches 4.16 bd ft 128 #beam Bending moment M = w8 2 14,800 ft/# z section modulus S= bh 79 inA3 factor of safety 6 check bending Fb= s 2249 < 3100 (design Fb) PASS 1.4 Shear 1.5 V horizontal shear Fv= bd 178 < 285 (design Fv) PASS 1.6 Deflection moment of inertia I = 3 375 inA4 12 deflection D= s *w i 4 0.36 inch < 0.50 (design A) PASS 1.4 384 E*I Prepared by Mike Underwood 1/29/2020 Page 1 Use Beam= 5.25"Versa-lam 2.0 x 9.50 Prepared by Mike Underwood 1/29/2020 Page 2 SIMPLE BEAM -Uniform Load(cont.) Job Stout Lot 3 Beam number: Llrbl.xlsm Posts and Connections load + above + above = total axial load reaction-Ra= 5,920 + 0 + 0 = 5,920 lbs post a reaction -Rb= 5,920 + 0 + 0 = 5,920 lbs post b post R1 post R2 unsupported I= 9.0 ft 9.0 ft post material= (2)2x DF-L #2 (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches 1/d = 36.0 < 50.0 PASS 36.0 < 50.0 PASS cross sec. req. = 4.4 inA2 4.4 inA2 Post area= 16.5 inA2> 4.4 PASS 16.5 inA2> 4.4 PASS Post Cap= Post Base= footing soil bearing= 1500 psf from basis of design req'd= reaction/soil Ra= 5920 # Rb= 5920 # 3.9 ftA2 3.9 ft^2 min. =I 23.8 I in-sq min.=I 23.8 I in-sq Use: Post and Footing"R1" P = 5,920 # 3.00 x 5.50 --___ • (2)2x DF-L #2 post 12.00 in-thk ,0i.n:iii j (3)#4's e.w. 24.00 in-sq Use: Post and Footing "R2" P= 5,920 # 3.00 x 5.50 • (2)2x DF-L #2 post 12.00 in-thk -.ta. .... ::. (3)#4's e.w 24.00 in-sq Prepared by Mike Underwood 1/29/2020 Page 3 SIMPLE BEAM -Uniform Load Job Stout Lot 3 Beam number: L2-fb3.xlsm Species/beam type 5.25"Versa-lam 2.0 Level: level 2 span I 15.00 feet location or line: D repetitive no Type: flush beam Fb load modifier normal load Use: Roof/Deck 1"deflection in 240 inches 29-Jan-20 design description area type load plf Beam Width b: 5.25 inch Live Loads weight per foot: 37.0 lbs LL floor 3.5 sf residential 40.0 = 140 LL attic 0.0 sf ordinary 10.0 = 0 Fv: 285.00 140 E: 2.0 x10^6 LL roof) 0.0 sf 4 to 12:12 16.0_ = __ 0 0 fc(perpend.): 750 Dead Loads fc(post): 3000 floor 1 1.0 sf 11.4 = 11 floor 2 0.0 sf 11.4 = 0 deck 0.0 sf 7.4 = 0 Fb: 3100 flat roof 0.0 sf 0.0 = 0 load modifier(Im): 1.00 sloped roof 0.0 sf 11.5 = 0 repetitive factor(rf): 1.00 roof deck 2.5 sf 10.5 = 26 Fb: modified: 3,100 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 0.0 sf 7.3 = 0 Beam 1.0 @ 16.0 = 16 design deflection A: 0.75 inch 54 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 0.0 sf 25.0 = 0 roof deck 2.5 sf 25.0 = 63 total LLR= roof live load 0 plf 63 total LL= live load 140 plf uniform w= 194 pfl total DL= dead load 54 plf total S = snow load 63 plf Roof/Deck DL+ LL 194 # FA. FA Combinations= DL+(LLr or Snow) 116 # 1,453 1,453 Combo= (largest combination) 194 total from above= 0 Governing W= wl 194 # reaction V= R= 7 1,453 # try beam height d = 11.88 inches 5.20 bd ft 240 #beam Bending moment M = w8 2 5,447 ft/# section modulus S = bh2 123 inA3 factor of safety 6 check bending Fb= s 530 < 3100 (design Fb) PASS 5.9 Shear 1.5 V horizontal shear Fv= bd 35 < 285 (design Fv) PASS 8.2 Deflection moment of inertia I = bd^3 733 iO4 12 deflection D= s *w(1^4) 0.15 inch < 0.75 (design A) PASS 5.0 384 E*I Use Beam= 5.25"Versa-lam 2.0 x 11.88 Prepared by Mike Underwood 1/29/2020 Page 1 SIMPLE BEAM -Uniform Load (cont.) Job Stout Lot 3 Beam number: L2-fb3.xlsm Posts and Connections load + above + above = total axial load reaction-Ra= 1,453 + 0 + 0 = 1,453 lbs post a reaction -Rb= 1,453 + 0 + 0 = 1,453 lbs post b post R1 post R2 unsupported I = 9.0 ft 9.0 ft post material= (2)2x DF-L #2 J (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth= 3.00 inches 3.00 inches post width= 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches I/d = 36.0 < 50.0 PASS 36.0 < 50.0 PASS cross sec. req. = 1.1 in"2 1.1 in"2 Post area= 16.5 in"2> 1.1 PASS 16.5 in"2> 1.1 PASS Post Cap= Post Base= footing soil bearing = 1500 psf from basis of design req'd= reaction/soil Ra= 1453 # Rb= 1453 # 1.0 ftA2 1.0 ftA2 min. =I 11.8 I in-sq min.=l 11.8 I in-sq Use: Post and Footing"R1" P= 1,453 # 3.00 x 5.50 -_______E, __,_., (2)2x DF-L #2 post 6.00 in-thk ::: 0:•::::: ! (2)#4's e.w. 16.00 in-sq Use: Post and Footing"R2" P= 1,453 # ___ 1 3.00 x 5.50 • (2)2x DF-L #2 post ,, _ :::::::::::::::::::':-_:::::_::::::::_:::::: 6.00 in -thk 1 ` 1•:` '::, :0 (2)#4's e.w. 16.00 in-sq Prepared by Mike Underwood 1/29/2020 Page 2 SIMPLE BEAM -Uniform Load Job Stout Lot 3 Beam number: L2-fb2.xlsm Species/beam type 7"Versa-lam 2.0 Level: level 2 span / 17.10' feet location or line: 2.75 repetitive _ no Type: flush beam Fb load modifier, normal load Use: Floor 1"deflection in 360 inches 29-Jan-20 design description area type load plf Beam Width b: 7.00 inch Live Loads weight per foot: 37.0 lbs LL floor- 10.7 sf residential 40.0 = 426 LL attic 0.0 sf ordinary 10.0 = 0 Fv: 285.00 426 E: 2.0 x10"6 LL roofl 0.0 sf 4 to 12:12 16.0 = 0 0 fc(perpend.): 750 Dead Loads fc(post): 3000 floor 1 10.9 sf 11.4 = 124 floor 2 0.0 sf 11.4 = 0 deck 0.0 sf 7.4 = 0 Fb: 3100 flat roof 0.0 sf 0.0 = 0 load modifier(im): 1.00 sloped roof 0.0 sf 11.5 = 0 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 3,100 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 0.0 sf 7.3 = 0 Beam 1.0 a 21.4 = 21 design deflection A: 0.57 inch 145 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 0.0 sf 25.0 = 0 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 0 plf 0 total LL= live load 426 plf ' uniform w= 572 pfl total DL= dead load 145 plf total S= snow load 0 plf R1 A Floor DL+LL 572 # Combinations= n/a n/a # 4,887 4,887 Combo= (largest combination) 572 total from above= 0 Governing W= wi 572 # reaction V= R= 2 4,887 # try beam height d= 11.88 inches 6.93 bd ft 365 #beam Bending moment-M = 'N8 22 20,892 ft/# section modulus S= bh2 165 inA3 factor of safety 6 check bending Fb= s 1524 < 3100 (design Fb) PASS 2.0 Shear 1.5V horizontal shear Fv= bd 88 < 285 (design Fv) PASS 3.2 Deflection moment of inertia I= bd^3 977 in^4 12 deflection D= s *w 14 0.56 inch < 0.57 (design A) PASS 1.0 384 E*I Prepared by Mike Underwood 1/29/2020 Page 1 Use Beam = 7"Versa-lam 2.0 x 11.88 Prepared by Mike Underwood 1/29/2020 Page 2 L SIMPLE BEAM -Uniform Load(cont.) Job Stout Lot 3 Beam number: L2-fb2.xlsm Posts and Connections load above + above = total axial load reaction -Ra= 4,887 0 = 4,887 lbs post a reaction - Rb= 4,887 + 0 = 4,887 lbs post b post R1 _ post R2 unsupported I = 9.0 ft 9.0 ft post material = (2)2x DF-L #2 (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches I/d = 36.0 < 50.0 PASS 36.0 < 50.0 PASS cross sec. req. = 3.6 inA2 3.6 inA2 Post area= 16.5 inA2> 3.6 PASS 16.5 inA2 > 3.6 PASS Post Cap= Post Base= footing soil bearing= 1500 psf from basis of design req'd = reaction/soil Ra= 4887 # Rb= 4887 # 3.3 ft^2 3.3 ftA2 min. =I 21.7 I in-sq min.4 21.7 1 in-sq Use: Post and Footing"R1" P= 4,887 i 3.00 x 5.50 - (2)2x DF-L #2 post 12.00 in-thk i :: (3)#4's e.w. 24.00 in-sq Use: Post and Footing"R2" P 4,887 # 17 3.00 x 5.50 - ____ (2)2x DF-L #2 post 12.00 in thk ^-0::'i-:'::.: 0::. (3)#4's e.w. 24.00 in-sq Prepared by Mike Underwood 1/29/2020 Page 3 SIMPLE BEAM -Uniform Load Job Stout Lot 3 Beam number: L2-fbl.xlsm Species/beam type 5.25"Versa-lam 2.0 Level: level 2 span / 17.25 feet location or line: line 5 repetitive no Type: flush beam Fb load modifier normal load Use: Floor 1"deflection in 360 inches 29-Jan-20 design description area type load plf Beam Width b: 5.25 inch Live Loads weight per foot: 37.0 lbs LL floor 8.0 sf residential 40.0 = 320 LL attic 4.0 sf ordinary 10.0 = 40 Fv: 285.00 360 E: 2.0 x10"6 LL roof) 12.0 sf 4 to 12:12 16.0 = 192 192 fc(perpend.): 750 Dead Loads fc(post): 3000 floor 1 8.0 sf 11.4 = 91 floor 2 0.0 sf 11.4 = 0 deck 0.0 sf 7.4 = 0 Fb: 3100 flat roof 0.0 sf 0.0 = 0 load modifier(/m): 1.00 sloped roof 12.0 sf 11.5 = 138 repetitive factor(rf): 1.00 roof deck 0.0 sf 0.0 = 0 Fb: modified: 3,100 Interior Wall 0.0 sf 7.8 = 0 Exterior wall 9.0 sf 7.3 = 66 Beam 1.0 @ 21.6 = 22 design deflection A: 0.58 inch 317 snow loads deck 0.0 sf 25.0 = 0 flat roof 0.0 sf 25.0 = 0 sloped roof 12.0 sf 25.0 = 0 roof deck 0.0 sf 25.0 = 0 total LLR= roof live load 192 plf 0 total LL= live load 552 plf uniform w= 869 pfl total DL= dead load 317 plf total S= snow load 0 plf Floor DL+LL 869 # A /R\ Combinations= n/a n/a # 7,493 7,493 Combo= (largest combination) 869 total from above= 0 Governing W= wi 869 # reaction V= R= 7 7,493 # try beam height d= 16.00 inches 7.00 bd ft 372 #beam Bending iA moment M= w8 22 32,313 ft/# section modulus S= b6z 224 in"3 factor of safety check bending Fb= S 1731 < 3100 (design Fb) PASS 1.8 Shear 1.5 V horizontal shear Fv= bd 134 < 285 (design Fv) PASS 2.1 Deflection bdA moment of inertia I = 3 1,792 in"4 12 deflection D. *w(i"4) 0.48 inch < 0.58 (design A) PASS 1.2 384 E*I Prepared by Mike Underwood 1/29/2020 Page 1 Use Beam= 5.25"Versa-lam 2.0 x 16.00 Prepared by Mike Underwood 1/29/2020 Page 2 SIMPLE BEAM -Uniform Load(cont.) Job Stout Lot 3 Beam number: L2-fbl.xlsm Posts and Connections load + with + with = total axial load reaction -Ra= 7,493 + 1.453 + 0 = 8,946 lbs post a reaction -Rb= 7,493 + 0 + 0 = 7,493 lbs post b post R1 post R2 unsupported I = 10.0 ft 10.0 ft post material = (2)2x DF-L #2 (2)2x DF-L #2 fc(post)= 1350 fc(post): 1350 post depth = 3.00 inches 3.00 inches post width = 5.50 inches 5.50 inches crit. dim. = 3.00 inches 3.00 inches I/d = 40.0 < 50.0 PASS 40.0 < 50.0 PASS cross sec. req. = 6.6 in^2 5.6 in^2 Post area= 16.5 in^2> 6.6 PASS 16.5 in^2> 5.6 PASS Post Cap= Post Base= footing soil bearing= 1500 psf from basis of design req'd= reaction/soil Ra= 8946 # Rb= 7493 # 6.0 ft"2 5.0 ft^2 min. =I 29.3 I in-sq min.=I 26.8 I in-sq Use: Post and Footing "R1" P= 3,946 # 3.00 x 5.50 ---_ (2)2x DF-L #2 post 12.00 in-thk .»>::: :S:0 :.' (3)#4's e.w. 30.00 in-sq Use: Post and Footing "R2" P = 7,493 # 3.00 x 5.50 --__ _ i T1 (2)2x DF-L #2 post 1 12.00 in -thk ...... ' .. (3)#4's e.w. 30,00 in-sq Prepared by Mike Underwood 1/29/2020 Page 3 Lateral Analysis Job: Steve Stout A> Site: Lot 3, Osprey Lane °N78 HP„+e«a yrecr Anacortes, WA 98221 J Architect: underwood and associates, Ilc SL___tale _____Waslinglon !` ,,,(ehwa6,4 Mike Underwood, AIA, NCARB 0 .14ii,101(' 1005 4th Street 29-Jan-20 Anacortes, WA 98221 Scope of work-notes new single family residence Basis of Design j Code 2015 IBC 7-10 ASCE Occupancy Importance Cat. = II common occupancy & Location Latitude = 48.323592 Longitude = -122.668285 Building building type = Type V-B fire rating = none sprinklered = No Foundation Soil Type = 5 soft clay, silt soil class = 5 Allowable Soil Bearing = 1500 psf Default soil type lateral bearing pressure = 100 pcf friction coefficient= 0.35 Concrete: (fc) footings = 3000 psi slabs/walls = 3000 psi Fasteners Metal Framing anchors, clips, angles, straps, hangers, etc. = Simpson Strong Tie or EQ Nails= Use common type. Bolts= A.S.T.M. A307 rebar= grade 40 40000 psi Structure components N/S length = 52.00 ft roof high E/W length = 77.00 ft roof°, 4.50 ft 35.5 upper wall _ _ 1 4.50 ft level 2 lower wall 4.50 ft 26.5 longer(,) = 77.0 ft floor 1.00 ft upper wall 5.00 ft level 1 roof pitch: 4:12 lower wall 5.00 ft 16.0 roof slope: 18.50 degree floor 1.00 ft upper wall 4.50 ft level 0 lower wall 4.50 ft 5.5 floor 1.00 crawl 1 0.00 ft ground 0.00 Mean roof height (h): 35.5 ft d D.-.,.. ..$.l....i.... P7...... 4 Design Criteria-Wind Main Wind Force Resisting System (MWFRS) wind speed (V„tt) = 110 mph from local official V (asd) = 85 table 1609.3.1 IBC Wind directional (Kd) = 0.85 7-10: 26.6-1 (MWFRS) Wind directional (Kd) = 0.85 7-10: 26.6-1 Componients and Cladding wind category= B small town/wooded area determine Kzt= 1+(K1K2K3)^2 2-D escarpment 7-10-26.8-1 H 0.0 ft height of hill or escarpment Lh 0.0 ft .5 x horizontal distance from base to ridge x 0.0 ft distance from crest to building z 35.5 ft building height above ground K1 = H/Lh 0.00 = 0.00 K2= x/Lh 0.00 = 0.00 K3= z/Lh 0.00 = 0.00 topo factor(Kzt) = 1.00 7-10: 26.8-1 adjustment factor(A) = 1.05 7-10: 28.6-1 (for height&exposure and wind category) ASCE 7-10 figure 28: 6-1 Use Min 10 with adjustment Pa: 26.60 .b.6u 27.93 Pb: -7.00 10.00 10.00 Pc: 17.70 17.70 18.59 Pd: -3.90 10 00 10.00 Design Criteria-Seismic Site Soil Class = 5 soft clay, silt Seismic Category= D1 period determination (building type)= wood frame Risk Category= II Sds = 0.932 usgs C t = 0.020 S d1 = 1.000 usgs Ss = 1.165 usgs h n = 35.500 ft Si = 0.414 usgs x= 0.750 Fa = 1.20 usgs 11.4.1 T= Ct*hn^x 0.291 F,= 1.00 usgs 11.4.2 I e= 1.000 woodt frame-structural Cs = Sds system (R): = 6.50 7-10 sec 12.8 /(R) 0.042 1 concrete-structural Cs = Sds system (R) = 5.00 7-10 sec 12.8 /(R� 0.000 steel frame-structural Cs = Sds system (R) = 3.50 7-10 sec 12.8 /(R) 0.000 Cs = Sd1 Maximum (ultimate)= /(T*(Rl) 0.529 I Minimum = Cs = .044*Sds*I 0.041 Load Summary Dead Loads Actual design value Live Loads Weight Roof deck DL = 0.0 psf 2.0 Snow LL: 15 psf roof DL = 13.1 psf 15.0 occupancy type: residential floor DL = 13.1 psf 15.0 floor LL: 40 psf deck DL = 7.4 psf 9.0 roof LL: 16 psf wall DL = 8.5 psf 11.0 Unit Weights lower psf upper psf top finish IIIIIIIMIIIIIIII3 4.0 substrate (top) none 0.0 none 0.0 0 substrate (bottom) 3/4"osb 2.5 3/4"osb 2.5 0 0 insulation R30 batt-floor i 0.4 R15 sound _d 0.1 -I framing at 16"oc 12"tji 2.7 12"tji 2.7 0 bottom finish 5/8"plywood 2.2 5/8"g.w.b. 2.8 u_ pipes/misc pipes, misc 1.0 pipes,misc 1.0 none 10.8 none 13.1 _ flat roof psf sloped roof psf none 0.0 Composition 3.5 top finish shingles membraine 0.0 1.0 insulation above plywood none 0.0 none 0.0 sheathing none 0.0 5/8"osb 2.1 0 ceiling structure 24"OC none 0.0 truss 2.2 v_ F,J0 Vail-dUV 0 insulation none 0.0 , 0.5 0 bottom finish none 0.0 5/8"g.w.b. 2.8 drop ceiling none 0.0 none 0.0 pipes/misc _ none 0.0 pipes, misc 1.0 total 0.0 total 13.1 Interior Wall psf Exterior Wall psf outer finish 1/2"g.w.b. 2.2 hardie siding 2.8 rigid insulation none 0.0 none 0.0 fire layer 0.0 0.0 - sheathing 7/16"osb 1.6 7/16"osb 1.6 0 0 framing at 16"oc 2x4 1.1 2x6 1.7 insulation R15 sound 0 1 R21 batt 2x6 0.2 3 walls interior finish 1/2"g.w.b. 2.2 1/2"g.w.b. 2.2 total 7.2 total 8.5 deck psf top finish trex j 4.5 substrate(top) none 0.0 substrate (bottom) none 0.0 - insulation none 0.0 framing at 16"oc 2x10 2.9 a bottom finish none 0.0 pipes/misc none 0.0 total 7.4 roof deck psf top finish none 0.0 membraine none -1 0.0 insulation above plywood none 0.0 Y sheathing none 0.0 N ceiling structure 24" OC none 0.0 insulation none 0.0 O 0 bottom finish none 0.0 drop ceiling none 0.0 pipes/misc none 0.0 total 0.0 Job: Steve Stout Underwood &Associates, Ilc _ Site: Lot 3, Osprey Lane Mike Underwood, AIA y '` Anacortes, WA 98221 1005 4th Street I,;,'�,..,,,' •. Anacortes, WA 98221 Wind Zone Areas N/S Zone area D=56 sf _`T B_=10 sf --,°'-P =' 21 sf D=222 sf --- B=5 sf A=80 sf 1 Tppp I A=167 sf c=1469 sf ` _l I _ 44 i- E/W Zone area `�_ `5 i _-<D =60 sf T.;. may_ ___ _ ,` [ o,,, 757, • 102'-t1 15/i6^ B= 16sf �• mg! '1 , D = 61sf B = 37sf -- - _ _ 111 i _ _ 03 upper floior•N 1 if' j i!1—t 1 1 -C = 724sf` f A = 100sf A= 164 sf e '• ' i 3. . 1 , t '- 17 1 Job: Steve Stout Underwood&Associates, Ilc -`..=._ Site: Lot 3, Osprey Lane Mike Underwood,AIA ;' 1.,, Anacortes,WA 98221 1005 4th Street ,,"�,e 1/29/20 Anacortes,WA 98221 ' Wind forces Wind from schedule(with adjustments) I Pa: 27.93 wind load a= 0.1(l) = 7.7 Pb: 10.00 or a= 0.4(h) = 35.5 Pc: 18.59 smaller load 2a = 15.4 Pd: 10.00 wind I N/S v=Pa+Pb+Pc+Pd load area total a corner Pa 27.93 x 247 sf = 6899 b roof edge Pb 10.00 x 34 sf = 340 c wall Pc 18.59 x 1469 sf = 27301 d roof Pd 10.00 x 277 sf = 2770 n/s V= 37,310 # E/W v=Pa+Pb+Pc+Pd load area total a corner Pa 27.93 x 264 sf = 7374 b roof edge Pb 10.00 x 53 sf = 530 c wall Pc 18.59 x 724 sf = 13456 d roof Pd 10.00 x 121 sf = 1210 e/w V= 22,569 # plan 40,000 e/w '< / 22,569 # 30,000 plan north 20,000 4 10,000 n/s 37,310 # - n/s V= e/w\I Job: Steve Stout Underwood & Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood, AIA r � Anacortes, WA 98221 1005 4th Street `if1ua 1/29/20 Anacortes, WA 98221 "--it • Wind forces / snow loading nTC Hazards by Location Search Information iv Coordinates: 49.&sC . •122 003809 ' 70 ft `' • Elevation: 70 It Tlrnestsurtp: 2019-06-27'1 18 00.18 539Z Hazard type: :g ASCE 7-16 ASCE 7-10 ASCE 7-05 ..riRJ tJ Yr:7r 67 .,1.,; PAR' 10-Yejt 72 rnr'h ASCE 7 US Wind St cd 65 MRI25-Ye,i 74 i;:!r MRI25-Year 411ii 5O-Yesi• 79 MfI `Cr-Yt.rtr 85 Ir•t,!. 83 -H1 MR1 i1)t)-Yri.r 91 .r,rs. RisiCat-_-gcr t 93 „n Risk CategDry I 100 film Cate'.'!. If 98 tf11.:r, FRIsk Category II 110 ,! ;:i-: 1?i1;ti!';de+y>'! Ili 105 int.tl Rk::k C,trrrjr.ry III-IV 115 n ;,s1 Ris<:atilt rory IV 109 -:tnh -• . . . -- 1 . 1 } - •--`. -t 1t1 p - rl • ..,! �:, ,..- '.-rf ' r... :. •. ..,�I,,,-f �.- .. h:'•- ttz, 1••. , ;u-+.-If,. � 1 lfri' ,ir : -^- a'r,a.l r. -I!,et�r.�•,j, 1 t .rpf„• f ... ! . ; ,..I7/ t't! :h,'i is Ytt tit.!l lil-.-... .•I IYt"'. - ..`: s•.;!it,. .ill{It L\TC Hazards by Location Search Information l !1► I Ili 1idI, ;r1 Bake,-Srt ituairr•i, Coordinates: 48.48£5C16, -122.6153869 :III ,. 70 ft ® Nalsolai rr3r0 t Elevation: 70 tr. Tlmestamp• 2013-0ti•2 7T18:02 3'• 315Z 'I'1':U I 1- Hazard Type: St IOW V �7 o t3`e ASCE 7-16 ASCE 7.10 ASCE 7-06 tll Outid Snow Load at No data Giourld 15 II- oil: GFrYurt"d Snow Load l 15 ; 1 'h's 1' -lr•,• I trl..lcu1'.;l Irl'hr.pikt.111 t' PIt'.. I` rr.p ;1,. •Jr;;,ln,l .nr ' lr,.ttl s: • `.•Itutlural E,.- tt !-i-I, A-cak 3E1''tt•3!Y�'in :url g1un ,i`ttt�l illrnl _ i 11-,; 1.• i •I I a. 1iw ..!ay s'.I1.111 1 tinuat Load .►,r avt a for fYaat,';ton Seattie WA, A.AMr :iy.9'N 7 'nr gr.:,hUrtd ::rn:'s'I.,3•3 •.' 11J.-c itt ' ft•_::IL, .(;1i...._Itl:=j ' L!,�(1 7•r.i •f :111; ra-71�"�� •1..l.it,l•r'.,r1'7q;t:-i. rl; 01.7 1:1�....: i:. �:I]t:.rf•III It. f.fi:i '1 rr'J L'r •.•.�,;. Ii 1f It - - -. 1 ' . . .;I ;1111 1ii7,ii ii f.•Tt 'III•. 11.... f•i,�1.!t l.. :.1':t -}..�II.1t Iri• I:l'.,l�..•t t:I -;1!'-!'1!11 i,.'�.I t'1 r'''-J.r' ilk:. 1! :r•'!iI •t.. •�jii Job: Steve Stout Underwood &Associates, Ilc •_- Site: Lot 3, Osprey Lane Mike Underwood,AIA e` ' ; Anacortes,WA 98221 1005 4th Street ,,,'<<,,,*,a 1/29/20 Anacortes,WA 98221 "`'^1" Seismic Forces determine total load: Cs = 0.042 per criteria sheet N/S roof Weight unit load area roof 15.0 x 797.0 = 11,955 Weight unit # load length(It) height walls 2 11.0 x 23.0 x 4.5 = 2,277 V= CsW W= 14,232 V= 0.042 x 14,232 = 594 # Weight unit # load length(It) height walls 2 11.0 x 23.0 x 4.5 = 2,277 PF,P& 2 Weight unit load area roof 15.0 x 981.0 = 14,715 floor 15.0 x 552.0 = 8,280 Weight unit # load length(If) height walls 5 11.0 x 23.0 x 5.0 = 6,325 V= CsW W= 31,597 # V= 0.042 x 31,597 = 1,318 # Weight unit # load length(If) height walls 5 11.0 x 23.0 x 5.0 = 6,325 level 1 Weight unit load area roof 15.0 x 0.0 = 0 floor 15.0 x 2,152.0 = 32,280 Weight unit # load length(If) height walls 6 11.0 x 52.0 x 4.5 = 15,444 V= CsW W= 54,049 # V= 0.042 x 54,049 = 2,254 # level 0 Weight unit # load length(If) height walls 6 11.0 x 52.0 x 4.5 = 15,444 Weight unit load area roof 15.0 x 0.0 = 0 floor 15.0 x 393.0 = 5,895 Weight unit # load length(It) height crawl crawl walls 3 11.0 x 27.0 x 3.0 = 2,673 V= CsW W= 24,012 # V= 0.042 x 24,012 = 1,001 # Job: Steve Stout Underwood&Associates, Ilc -...o . Site: Lot 3, Osprey Lane Mike Underwood,AIA ) ','. Anacortes,WA 98221 1005 4th Street ,:4,;,,o.a 1/29/20 Anacortes,WA 98221 ''' '' Seismic Forces determine total load: Cs = 0.042 per criteria sheet E/W roof Weight unit load area roof 15.0 x 797.0 = 11,955 Weight unit # load length(If) height walls 2 11.0 x 24 0 x 4.5 = 2,376 V= CsW W= 14,331 V= 0.042 x 14,331 = 598 # Weight unit # load length(It) height walls 2 11.0 x 24.0 x 4.5 = 2,376 level 2 Weight unit load area roof 15.0 x 981.0 = 14,715 floor 15.0 x 552.0 = 8,280 Weight unit # load length(If) height walls 6 11.0 x 24.0 x 5.0 = 7,920 V= CsW W= 33,291 # V= 0.042 x 33,291 = 1,388 # Weight unit # load length(If) height walls 6 11.0 x 24.0 x 5.0 = 7,920 level 1 Weight unit load area roof 15.0 x 0.0 = 0 floor 15.0 x 2,152.0 = 32,280 Weight unit # load length(If) height walls 3 11.0 x 77.0 x 4.5 = 11,435 V= CsW W= 51,635 # V= 0.042 x 51,635 = 2,153 # level 0 Weight unit # load length(If) height walls 3 11.0 x 77.0 x 4.5 = 11,435 Weight unit load area roof 15.0 x 0.0 = 0 floor 15.0 x 393.0 = 5,895 Weight unit # load length(If) height crawl crawl walls 2 11.0 x 61.0 x 3.0 = 4,026 V= CsW W= 21,356 # V= 0.042 x 21,356 = 891 # Job : Steve Stout Underwood at Associates , Ilc Site : Lot 3 , Osprey Lane Mike Underwood , AIA ,; '`''Tr Anacortes , WA 98221 1005 4th Street , ) � , rerr �� 1 /29/20 Anacortes , WA 98221 . ' t � � S usm a. e Forces C1TCHazards by Location Search Information L;il f•tri an - berrs iltlain PM ale ill.Coordinates: stt -fE JS. -tz?. t;63b69 •,t-t> ' �F 70 ft Nato at Fneei t Elevation: 701t • Tlme.starnp: 2019-06-27T17,36_52.454Z tt vrr_ 1.Jit' 0 e Hazard Type: Seismic - e{.. /A-am: Reference Document ASCE7-16 ,e. IP Risk Category: II Go. ' 7- ^ Map da:a enis14 rice9tn Site Clan: c-amault Basic Parameters Name Value Description Sc 1165 MCEq ground motion 1penod--02s) Si 0 414 MCE 3 ground matron (period= t .0s) 5ra•_ 1 399 Site-modified spectral :acceleration valuer Bart ' +xrti Sae-modified :pnutnf etecidernlion value Sos 0.932 Numeric: seismic dnugn value at 0 2s SA Sos ' rvgr.'. Numeric seinnic design value ;,al 1,0s SA ' See Se..-ti011 11 •t A vAdditionat Information Name Value Description SOC - null Seismic design category Fa 1 .2 Silt: :.irnptdic:aticn t lckx al 0 2$ F,,. • null Site amplikcalkyn lactcr Al 1 .Qs CR5 0 909 Coefficient cf risk (0,2s) CR1 0.891 Coefficient of risk t1 .44) PGA 0.496 VICE° peak ground acceleration FPLA 1 .2 Site amplihcalicri factor at PGA PGAm 0.595 Site modified peak ground acceleration TL < g Lang-period transition period (s) SsfiT 1 . 165 Probabilistic risk-targeted grout idmotion (0.2s) SsUt-I 1 .283 Factored unrforrn-hazard spectral acceleration (2% probability cf exceoe ance in SO years_) SsD 1 5 Fitctnrcd dcterminislit acceleration • flue (0 75) 511TT 0.414 Probabilistic: Ask-Wasted ground motion (1.Os) S 1 t?H 0.466 Factored uniform-hazard spectral acceleration (2% probability • f excoedance in 50 years) SID O.r-i F,trtored dctr:rmini;tic. acceleration value (1 Osl PG Ad 0.5 Factored deterministic acceleration value `PC A) ' See Section 11 4 8 Job: Steve Stout Underwood&Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood, AIA 01/29/20 Anacortes,WA 98221 1005 4th Street ' eL„+ni.;��:a Anacortes,WA 98221 Seismic Distribution Summary roof level 2 level 1 level 0 N/S 594 1,318 2,254 1,001 E/W 598 1,388 2,153 891 Force Distribution greater force height Wihi % roof V1 598 x 35.50 = 21,218 21% level 2 V2 1,388 x 26.50 = 36,794 37% level 1 V3 2,254 x 16.00 = 36,067 36% level 0 V4 1,001 x 5.50 = 5,508 6% 99,587 100% V=V1+V2+V3 = V4 roof V1 598 level2 V2 1,388 level 1 V3 2,254 level0 v4 1,001 5,242 # total max seismic force on building Distributed force: I roof V1 5,242 x 21% = 1,117 # level2 V2 5,242 x 37% = 1,937 # level 1 V3 5,242 x 36% = 1,898 # level0 V4 5,242 x 6% = 290 # 100% Job: Steve Stout Underwood&Associates, Ilc -----;------ Site: Lot 3, Osprey Lane Mike Underwood, AIA '` .;`i' 01/29/20 Anacortes,WA 98221 1005 4th Street ''1,,.';1 Anacortes,WA 98221 Wind Distribution Summary I height total roof 9.0 ft 25.4% N/S 37,310 level2 10.5 ft 29.6% E/W 22,569 level 1 10.5 ft 29.6% level0 5.5 ft 15.5% 35.5 100.0% N/S Force Distribution force by height length by length h x L adj t°o adj. force per 100% level roof 37,310 x 25% 24 31% 8% 13% 4,999 level 2 37,310 x 30% 24 31% 9% 16% 5,833 level 1 37,310 x 30% 77 100% 30% 50% 18,713 level 0 37,310 x 15% 61 79% 12% 21% 7,765 100% 77 59% 100% 37,310 E/W Force Distribution force by height length by length h x L adj t°o adj. force per 100% level roof 22,569 x 25% 23 44% 11% 16% 3,648 level 2 22,569 x 30% 23 44% 13% 19% 4,256 level 1 22,569 x 30% 52 100% 30% 43% 9,623 level 0 22,569 x 15% 52 100% 15% 22% 5,041 100% 52 69% 100% 22,569 Governing Forces force from n/w e/w Seismic Wind Seismic Wind roof 1,117 4,999 1,117 3,648 roof+ level 2 3,053 10,832 3,053 7,905 level 2 + level 1 4,952 29,545 _ 4,952 17,528 level 1 + level 0 5,242 37,310 5,242 22,569 1 Job: Steve Stout Underwood & Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood, AIA 4.2 Anacortes, WA 98221 1005 4th Street 1/29/20 Anacortes, WA 98221 t" ,',, Diaphragms roof I use = roof 24.0 ft N/S governing force a- 1 ,824 # force = 4,999 max.wall line force v = length 23.00 ft VNs = 109 plf E/W governing force force = 3,648 A -4-- 1,824 # max.wall line force v = length Veiw = 76 plf 2,500 2,500 control force (greater) = plf north mark diaphragm - use : A roof-s+w 7/16" shtg - use 8d's at 6" edges -12" field [460 plf] Job: Steve Stout Underwood & Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood, AIA r Anacortes, WA 98221 1005 4th Street ir 1/29/20 Anacortes, WA 98221 •E Diaphragms level 2 I use = floor 24.0 ft N/S governing force 3,952 # force = 10,832 max.wall line force v = length 23.00 ft Vnis = 235 plf E/W governing force force = 7,905 A 3,952 # max.wall line force 4 v _ length Ve�w = 165 plf 5,416 5,416 control force (greater) = 235 plf north mark diaphragm - use : A floor -s+w 15/32" shtg - use 8d's at 6" edges -12" field [480 Phi Job: Steve Stout Underwood & Associates, Ilc -e- Site: Lot 3, Osprey Lane Mike Underwood, AIAt1 Anacortes, WA 98221 1005 4th Street Nr ! 1/29/20 Anacortes, WA 98221 Diaphragms level I 77.0 ft N/S governing force a 8,764 # force = 29,545 max.wall line force v = length 52.00 ft Vnis = 284 I plf E/W governing force force = 17,528 8,764 # max.wall line force rh v length Veiw = r 114 plf 14,772 14,772 control force (greater) = 284 plf north mark diaphragm - use : A floor -s+w 15/32" shtg - use 8d's at 6" edges -12" field [480 plf] Job: Anacortes, WA 98221 Underwood & Associates, Ilc Site: 0.00 Mike Underwood, AIA 0.00 1005 4th Street I ') 1/29/20 Anacortes, WA 98221 Diaphragms level 61 .0 ft N/S governing force 2,621 # force = 37,310 max.wall line force v = length 27.00 ft Vn's = 691 plf EIW governing force force = 5,242 4 2,621 # _ max.wall line force v len•th Vemw = 43 plf 18,655 18,655 control force (greater) = plf c north mark Level 0 is a continuation of ground slab OK diaphragm - use : I #N/A I#N/A Job: Steve Stout Underwood &Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA ,' • , Anacortes,WA 98221 1005 4th Street a.,N,�,e 1/29/2020 ,., Anacortes,WA 98221 c : level 2 =total force total force plan north Om vlength N/S "— length 41—4 force= 3,648 J I I I force= 4,999 # t-- L= 23.0 ft L= 24.0 ft F V= 159 plf level 1 v= 208 plf 4-- 0 0 width (ft) :.; ci width (ft) 0 0 force oin force V. CV 1 I ,1 , P n I I I — — 4(2 1824 — - _I _I 11.5 1824 L 1 1 Job: Steve Stout Underwood&Associates,Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA .7 Anacortes,WA 98221 1005 4th Street `r 1/29/20 Anacortes,WA 98221 F µkdt1 level 2 Shear Walls Shearwall= force= 1824 # Gridline= 2 length = 10.0 ft sw= 1 U_ force V= 182 #ft sw= 1 shearwall length E I:::i SW= force=width of wall x V use C wall �_ 593 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230 plf] height Overturning= Mot=force x height 9.0 Mot = 5,336 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 9.0 5.3 = 523 # X Mr(root) = 15.0 13.5 5.3 = 1,069 # 3.25 Mr(floor) = 15.0 0.0 5.3 = 0 # 1,592 # 7, (force—resistance) shearwall length— ft end offset T= 1361 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST37 MST37 14-16d's double stud to double stud [2465 14-16d's-double stud to double stud [2465#] #] Shearwall= force= 1824 # Gridline= 5 length= 11.5 ft sw= 2 force �= V= 159 #ft sw= shearwall length E i... SW= force=width of wall x V use C wall 11824 # [7/16" 230 plf] -use 8d's at 4"edges-12"field, blocked edges height Overturning= Mot=force x height 9.0 Mot = 16,418 #ft Resistance= Mr=weight x area x(12/2) SYSILI44‘. Mr(wall) = 11.0 9.0 66.1 = 6,546 # Mr(root) = 15.0 13.5 66.1 = 13,390 # 11.50 Mr(floor) = 15.0 0.0 66.1 = 0 # 19,937 # (force—resistance) T= shearwall length—2 f t end offset T= -320 # holdowns= plan bottom/left plan top/right strap to beam (12"deep beam) strap to beam (12"deep beam) none none none none Job: Steve Stout Underwood&Associates,Ilc r..:-s: Site: Lot 3, Osprey Lane Mike Underwood,AIA rT Anacortes,WA 98221 1005 4th Street i 1/29/20 Anacortes,WA 98221 ,r`i'l,a level 2 Shear Walls Shearwall= force= 2500 # Gridline= C length = 14.0 ft sw= 3 V= force V= 179 #ft sw= shearwall length E i:'s SW= force=width of wall x V use C wall 2500 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges 1\ �— [230 plf] height Overturning= Mot=force x height 9.0 Mot = 22,497 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) 11.0 9.0 98.0 = 9,702 # Mr(root) = 15.0 6.0 98.0 = 8,820 # 14.00 Mr(floor) = 15.0 0.0 98.0 = 0 # 18,522 # 7. (force—resistance) shearwall length— ft end offset T= 294 # holdowns = plan bottom/left plan top/right hold down to hold down hold down to hold down HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws,5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws,5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Shearwall= force= 2500 # Gridline= D length= 7.5 ft sw= 4 force V= V=length E i:: V= 333 #ft SW= SW= force=width of wall x V use E wall 2500 # 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, 4 3x studs at edges[395 plf] height Overturning= Mot=force x height 9 0 Mot = 22,497 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 9.0 28.1 = 2,784 # Mr(root) = 15.0 13.5 28.1 = 5,695 # 7.50 Mr(eoor) = 15.0 0.0 28.1 = 0 # 8,480 # 7, (force—resistance) shearwall length—z ft end offset T= 2002 # holdowns = plan bottom/left plan top/right strap to beam (12"deep beam) strap-wall to wall (18"fj gap) ST6224 MST37 28-16d's-double stud above[2540#] 14-16d's-double stud to double stud[2465#] Job: Steve Stout Underwood&Associates,Ilc ,;, '. Site: Lot 3, Osprey Lane Mike Underwood,AIA , Anacortes,WA 98221 1005 4th Street l 1/29/20 Anacortes,WA 98221 't ""'"4 level 2 Shear Walls Shearwall= force= 2500 # Gridline= D length= 11.5 ft sw= 5 V= force V= 217 #ft sw= shearwall length E i.i SW= force=width of wall x V use. C wall 435 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230 plf] .1444\ height Overturning= Mot=force x height 9.0 Mot = 3,913 #ft k\A Resistance= Mr=weight x area x(12/2) \, Mr(wall) = 11.0 9.0 2.0 = 198 # ,\ Mr(root) = 15.0 13.5 2.0 = 405 # 2.00 Mr(floor) = 15.0 0.0 2.0 = 0 # 603 # 7• (force—resistance) shearwall length—z ft end offset T= 2206 # holdowns= plan bottom/left plan top/right strap to beam(12"deep beam) strap to beam(12"deep beam) ST6224 ST6224 28-16d's-double stud above[2540#] 28-16d's-double stud above[2540#] IShearwaH= force= 2500 # Gridline= D length= 11.5 ft sw= 6 U— force V= 217 #ft sw= shearwall length E C? SW= force=width of wall x V use C wall 435 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges 4 — [230 Of] height Overturning= Mot=force x height 9.0 Mot = 3,913 #ft Resistance= Mr =weight x area x(12/2) Mr(wall) = 11.0 9.0 2.0 = 198 # •ks> Mr(root) = 15.0 13.5 2.0 = 405 # 2.00 Mr(floor) = 15.0 0.0 2.0 = 0 # 603 # (force—resistance) T= shearwall length—Z ft end offset T= 2206 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST37 MST37 14 16d's double stud to double stud [2465 14-16d's-double stud to double stud [2465#] #] Job: Steve Stout Underwood &Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA Anacortes,WA 98221 1005 4th Street e a 1/29/2020 98221 level 2 plan north (D,1 {c TJ-J I, Q * _ , \_ - I II (z f <1 o ry I I 1 I 1 1 _ _ ) 1 L-e • e A wan 1/2 or 5/8"GWB-use 6d coolers at 7"oc [50 plf] B wall 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 plf] a) 5 C wall 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230 plf] N D wan 7/16"shtg-use 8d's at 3"edges- 12"field, blocked edges[310 plf] C.) E wall 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, 3x studs at (n 7/16"shtg-BOTH SIDES-use 8d's at 4"edges-12"field, blocked F`"an edges, 3x studs at edges [460 plf] N 7/16"shtg-BOTH SIDES-use 8d's at 3"edges-12"field, blocked co a) `"all edges, 3x studs at edges[620 plf] N 7/16"shtg-BOTH SIDES-use 8d's at 2"edges-12"field, blocked H wall edges, 3x studs at edges [790 plf] 19/32"shtg-BOTH SIDES-use 8d's at 2"edges-12"field, blocked "I/ edges, 3x studs at edges [950 plf] Job: Steve Stout Underwood &Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA -.a Anacortes, WA 98221 1005 4th Street W v .T • ,. 1/29/2020 Anacortes, WA 98221 E/W v_total force N/S v=total force plan north length length } force= 7,905 # t I I ? force= 10,832 # L= 23.0 ft L= 77.0 ft V= 344 plf level 1 v= 141 plf width (ft) ` e,i co co cri cri ri 6 width (ft) N N28 CO M M M_ M M �. force M N M M force T-T .. T T ,,., ® __I T_i ---- ---- 5.0 1718 - I I I 'I 1 l i 1 5.0 1718 j - 'I-- J--17 — — L— —, -- 4.6 1581 _,- ------------ L- Hi, - — 4.6 1581 — C7 4.0 1375 I I 11! - — — — I — C? 4.0 1375 7.F 2578 a I i I r_. /,. 7.5 2578 i - I ------------ I 1--" 4, 5.0 1718 I � I I � f —1 — `—�� —_, IV.—, - 1 5.0 1718 12.0 1688 5.0 1718 12.0 1688 Job: Steve Stout Underwood&Associates,Ilc . Site: Lot 3, Osprey Lane Mike Underwood,AIA j, rr'� Anacortes,WA 98221 1005 4th Street 1/29/20 Anacortes,WA 98221 T�d,A„),a level 1 Shear Walls Shearwall= force= 1718 # Gridline= 1 length= 21.0 ft sw= 5 force _ V shearwall length E i.l V= 82 #ft sw= 5 sw= 5 force=width of wall x V use B wall 1---- 409 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges "Nlii [155 plf] height Overturning= Mot=force x height 10 0 Mot = 4,092 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 12.5 = 1,375 # Mr(rooO = 15.0 7.0 12.5 = 1,313 # 5.00 Mr(floor) = 15.0 0.0 12.5 = 0 # 2,688 # 7, (force—resistance) shearwall length—2 ft end offset T= 312 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST37 MST37 14 16d's double stud to double stud [2465 14-16d's-double stud to double stud [2465#] #] Shearwall= force= 3299 # Gridline= 2 length = 21.0 ft sw= 6 force �= V= 157 #ft sw= 6 she arwall length E ::J SW= force=width of wall x V use C wall 1807 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges I- [230 plf] height Overturning= Mot=force x height 10 0 Mot = 18,068 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 66.1 = 7,274 # Mr(root) = 15.0 9.0 66.1 = 8,927 # 11.50 Mr(floor) = 15.0 2.0 66.1 = 1,984 # 18,184 # 7, (force—resistance) shearwall length—z ft end offset T= -11 # holdowns= plan bottom/left plan top/right strap to beam (12"deep beam) strap to beam(12"deep beam) none none none none Job: Steve Stout Underwood&Associates,Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA ,r Anacortes,WA 98221 1005 4th Street t 1/29/20 Anacortes,WA 98221 %14' level 1 Shear Walls Shearwall= force= 2956 # Gridline= 3 length= 19.3 ft sw= 7 V_ force - 11 shearwall length E :::i V= 154 #ft sw= sw= I force=width of wall x V use B wall 2956 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges 4- [155 plf] height Overturning= Mot=force x height 10.0 Mot = 29,557 #ft Resistance= Mr=weight x area x(12/2) Mr(wan) = 11.0 10.0 185.3 = 20,381 # Mr(root) = 15.0 0.0 185.3 = 0 # 19.25 Mr(floor) = 15.0 0.0 185.3 = 0 # 20,381 # I T, (force-resistance) shearwall length-2 ft end offset T= 489 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws,5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Shearwall= force= 3952 # Gridline= 4 length= 19.0 ft sw= 8 V= force V= 208 #ft sw= shearwall length E i...i SW= force=width of wall x V use C wall 4-- 1144 # [230 plf] -use 8d's at 4"edges-12"field, blocked edges height Overturning= Mot=force x height 10.0 Mot = 11,441 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 15.1 = 1,664 # \\�1► Mr(root) = 15.0 0.0 15.1 = 0 # 5.50 Mr(floor) = 15.0 0.0 15.1 = 0 # 1,664 # T, (force-resistance) shearwall length-Z ft end offset T= 1956 # holdowns= plan bottom/left plan top/right hold down to hold down hold down to hold down HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Job: Steve Stout Underwood&Associates, Ilc ,,,,ems; Site: Lot 3, Osprey Lane Mike Underwood,AIA -. ,-r;., • Anacortes,WA 98221 1005 4th Street `t 1/29/20 Anacortes,WA 98221 ��4„$1l,d YPiat! level 1 Shear Walls Shearwall= force= 3952 # Gridline= 4 length= 19 ft sw= 9 V= force V= 208 #ft SW= shearwall length E i... SW= force=width of wall x V use C wall 2842 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges �— [230 plf] height Overturning= Mot=force x height 10 0 Mot = 28,416 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 93.3 = 10,263 # Mr(root) = 15.0 0.0 93.3 = 0 # 13.66 Mr(noor) = 15.0 0.0 93.3 = 0 # 10,263 # 7, (force—resistance) shearwall length—1 f t end offset T= 1379 # holdowns = plan bottom/left plan top/right hold down to hold down hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Shearwall= force= 4296 # Gridline= 6 length= 10.0 ft sw= 10 V= force V= 430 #ft sw= shearwall length E i...i SW= force=width of wall x V use F wall 1117 # 7/16"shtg-BOTH SIDES-use 8d's at 4"edges-12"field, 1 ♦— blocked edges, 3x studs at edges [460 plf] height Overturning= Mot=force x height 10.0 Mot = 11,170 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 3.4 = 372 # Mr(moO = 15.0 17.0 3.4 = 862 # 2.60 Mr(lloor) = 15.0 0.0 3.4 = 0 # 1,234 # 7 (force—resistance) shearwall length—z ft end offset T= 4732 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU5-SDS2.5 HDU5-SDS2.5 14-SDS 1/4 x 2 1/2"screws, 3"min wood 14-SDS 1/4 x 2 1/2"screws, 3"min wood thickness, SB5/8x24 bolt, 18"embed. thickness,SB5/8x24 bolt, 18"embed. [5645#] [5645#] Job: Steve Stout Underwood&Associates,Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA r7, Anacortes,WA 98221 1005 4th Street i 1/29/20 Anacortes,WA 98221 rM`�(iotc"p,d level 1 Shear Walls Shearwall= force= 4296 # Gridline= 6 length = 10.0 ft sw= 11 force V= shearwall length E i::: V= 430 #ft sw= SW= force=width of wall x V use F wall 3149 # 7/16"shtg-BOTH SIDES-use 8d's at 4"edges-12"field, blocked edges, 3x studs at edges [460 plf] height Overturning= 9 9 Mot=force x height 1 4- 10.0 Mot = 31,491 #ft k\s\s\s\ Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 26.9 = 2,955 # Mr(root) = 15.0 17.0 26.9 = 6,850 # 7.33 Mr(floor) = 15.0 0.0 26.9 = 0 # 9,806 # T, (force—resistance) shearwall length—2 ft end offset T= 3175 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU4-SDS2.5 HDU4-SDS2.5 i u aua it4 x /l..screws, s min wooa 10-SDS 1/4 x 2 1/2"screws, 3"min wood thickness, SB5/8x24 bolt, 18"embed. thickness, SB5/8x24 bolt, 18"embed. [4565#] rdr,RF ill Shearwall= force= 1319 # Gridline= 6a length= 8.0 ft sw= 12 V= force V= 165 #ft sw= 12 shearwall length E i..:i SW= force=width of wall x V use C wall 660 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges 1 ..,„ [230 plf] height Overturning= Mot=force x height 10.0 Mot = 6,595 #ft Resistance= Mr=weight x area x(i2/2) Mr(well) = 11.0 10.0 8.0 = 880 # '�\ Mr(root) = 15.0 4.0 8.0 = 480 # 4.00 Mr(floor) = 15.0 0.0 8.0 = 0 # 1,360 # T (force—resistance) shearwall length—Z ft end offset T= 1496 # holdowns= plan bottom/left _ plan top/right hold down to foundation hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws,5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Job: Steve Stout Underwood&Associates,Ilc :ems= Site: Lot 3, Osprey Lane Mike Underwood,AIA 1 . Anacortes,WA 98221 1005 4th Street i 1/29/20 Anacortes,WA 98221 tt level 1 Shear Walls Shearwall= force= 1688 # Gridline= B1 length= 9.3 ft sw= 13 force V= V=length E' ' V= 182 #ft sw= SW= force=width of wall x V use C wall 1688 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges t- [230!off] height Overturning= Mot=force x height 10 0 Mot = 16,881 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 43.2 = 4,757 # Mr(roof) = 15.0 14.0 43.2 = 9,081 # 9.30 Mr(floor) = 15.0 0.0 43.2 = 0 # 13,838 # T, (force—resistance) shearwall length—2 ft end offset T= 346 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Shearwall= force= 1718 # Gridline= 7 length = 12.0 ft sw= 14 V= force V= 143 #ft sw= 15 shearwall length E ...i SW= force=width of wall x V use B wall 286 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 Of] height Overturning= Mot=force x height 10.0 Mot = 2,864 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 2.0 = 220 # Si.\\\.. Mr(root) = 15.0 6.0 2.0 = 180 # 2.00 Mr(noor) = 15.0 0.0 2.0 = 0 # 400 # T, (force—resistance) shearwall length—Z ft end offset T= 1643 # holdowns= plan bottom/left plan top/right hold down to hold down hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Job: Steve Stout Underwood&Associates,Ilc ,,, ; Site: Lot 3, Osprey Lane Mike Underwood,AIA , Anacortes,WA 98221 1005 4th Street ' i 1/29/20 Anacortes,WA 98221 ` `•` °"" level 1 Shear Walls Shearwall= force= 2940 # Gridline= A length= 13.9 ft sw= 16 force V= V=length E i:::; V= 212 #ft sw= sw= force=width of wall x V use C wall 2940 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges I [230 plf] height Overturning= Mot=force x height 10.0 Mot = 29,401 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 96.6 = 10,627 # Mr(rool) = 15.0 6.0 96.6 = 8,694 # 13.90 Mr(floor) = 15.0 0.0 96.6 = 0 # 19,321 # 7, (force—resistance) shearwall length—Z ft end offset T= 752 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST37 MST37 14-16d's double stud to double stud [2465 14-16d's-double stud to double stud [2465#] #] Shearwall= force= 1688 # Gridline= Al length= 21.3 ft sw= 17 _ force V shearwall length E i:::' V= 79 #ft SW= SW= force=width of wall x V use B wall �_ 1688 # [7/16"155 Of] use 8d's at 6"edges-12"field, blocked edges \\ 1 height Overturning= Mot=force x height 10.0 Mot = 16,881 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) 11.0 10.0 226.8 = 24,953 # Mr(roo� = 15.0 14.0 226.8 47,637 # 21.30 Mr(floor) = 15.0 0.0 226.8 = 0 # 72,590 # 7, (force—resistance) shearwall length—z ft end offset T= -2678 # holdowns= plan bottom/left plan top/right none none none none none none Job: Steve Stout Underwood&Associates,Ilc -= Site: Lot 3, Osprey Lane Mike Underwood,AIA ,� Anacortes,WA 98221 1005 4th Street t 1/29/20 Anacortes,WA 98221 !' ``.l„tjo t c: level 1 Shear Walls Shearwall= force= 2606 # Gridline= B length= 17.1 ft sw= 17 _ force V shearwall length E i:::; V= 152 #ft sw= SW= force=width of wall x V use B wall 2606 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges N, , \\ [155 Of] Overturning= Mot=force x height 10.E s:htMot = 26,060 #ft Resistance= Mr=weight x area x(12/2) ' Mr(wall) = 11.0 10.0 146.2 = 16,083 # ��\�\\�l Mr(root) = 15.0 4.0 146.2 = 8,772 # 17.10 Mr(Boor) = 15.0 0.0 146.2 = 0 # 24,855 # 7• (force—resistance) shearwall length—1 ft end offset T= 73 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation none none none none Shearwall= force= 2901 # Gridline= C length= 11.5 ft sw= 18 force V= V=length V= 252 #ft sw= 18 9 Ei:i sw= force=width of wall x V use D wall 7/16" ,_ 1261 # [310 plfltg use 8d's at 3"edges 12"field, blocked edges 1 14\ height Overturning= Mot=force x height 100 Mot = 12,615 #ft Resistance= Mr=weight x area x(12/2) Mr(wau) = 11.0 10.0 12.5 = 1,375 # Mr(roof) = 15.0 14.0 12.5 = 2,625 # 5.00 Mr(floor) = 15.0 0.0 12.5 = 0 # 4,000 # T (force—resistance) shearwall length—1 ft end offset T= 1914 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU2-SDS2.5 HDU2-SDS2.5 O-JUJ I/4 A 4 uG ac,rewa, o Will WUUU 6-SDS 1/4 x 2 1/2"screws, 3"min wood thickness, thickness, SB5/8x24 bolt, 18"embed. SB5/8x24 bolt, 18"embed. 3075# r'zn7c I [ Job: Steve Stout Underwood&Associates,Ilc .�_„-- Site: Lot 3, Osprey Lane Mike Underwood,AIA • ' 4. Anacortes,WA 98221 1005 4th Street 1/29/20 Anacortes,WA 98221 ``. ,4, level 1 Shear Walls Shearwall= force= 2901 # Gridline= C length= 11.5 ft sw= 19 force V= V=length E i::: V= 252 #ft sw= SW= force=width of wall x V use D wall 505 # 7/16"shtg-use 8d's at 3"edges- 12"field, blocked edges I ,- [310 pit] height Overturning= Mot=force x height 10.0 Mot = 5,046 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 2.0 = 220 # Mr(rooOO = 15.0 5.0 2.0 = 150 # 2.00 Mr(Floor) = 15.0 0.0 2.0 = 0 # 370 # (force—resistance) T= shearwall length—-ft end offset T= 3117 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST48 MST48 32 16d's double stud to double stud [3960 32-16d's-double stud to double stud [3960#] #] Shearwall= force= 2040 # Gridline= D length = 13.3 ft sw= 20 V— force V= 154 #ft sw= 20 she arwall length E i.i SW= force=width of wall x V use B wall 616 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges 14444\NIII\ [155 plf] height Overturning= Mot=force x height 10.0 Mot = 6,158 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 8.0 = 880 # N Mr(root) = 15.0 14.0 8.0 = 1,680 # 4.00 Mr(eoor) = 15.0 0.0 8.0 = 0 # 2,560 # T, (force—resistance) shearwall length— ft end offset T= 1028 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws,5/8"bolt, 3" min wood wood thickness, [3075#] thickness, [3075#] Job: Steve Stout Underwood&Associates,Ilc .r=_: Site: Lot 3, Osprey Lane Mike Underwood,AIA a . ,', Anacortes,WA 98221 1005 4th Street t 1/29/20 Anacortes,WA 98221 '.l``"'0' level 1 Shear Walls Shearwall= force= 2040 # Gridline= D length= 13.3 ft sw= 21 force V= V=length E is i V= 154 #ft sw= 21 sw= force=width of wall x V use B wall 346 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges N. f- [155 plf] height Overturning= Mot=force x height 10 C Mot = 3,464 #ft Resistance= Mr=weight x area x(12/2) \\\ Mr(wall) = 11.0 10.0 2.5 = 278 # \\ Mr(root) = 15.0 4.0 2.5 = 152 # 2.25 Mr(floor) = 15.0 0.0 2.5 = 0 # 430 # 7, (force—resistance) shearwall length—Z ft end offset T= 1733 # holdowns= plan bottom/left plan top/right strap-wall to wall(18"fj gap) strap-wall to wall (18"fj gap) MST37 MST37 14-16d's double stud to double stud [2465 14-16d's-double stud to double stud [2465#] #] Shearwall= force= 352 # Gridline= E length= 6.5 ft sw= 22 V— force V= 54 #ft sw= 22 shearwall length i,I::J SW= force=width of wall x V use B wall 176 # 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges lit I- [155 plf] height Overturning= Mot=force x height 1 C.0 Mot = 1,758 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 10.0 5.3 = 581 # Mr(root) = 15.0 0.0 5.3 = 0 # 3 25 Mr(floor) = 15.0 2.0 5.3 = 158 # 739 # (force—resistance) shearwall length—z ft end offset T= 371 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min wood wood thickness, [3075#] thickness,[3075#] Job: Steve Stout Underwood &Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA Anacortes, WA 98221 1005 4th Street 1/29/2020 98221 4 level 1 1 plan north o Q o 0 I I t I i L s a. 9 ------ -- - -- — p I � --_iaL_ Jj n _— t_ —_— —_—_ _ _ r 6a i I I i ^ e, A wan 1/2 or 5/8"GWB-use 6d coolers at 7"oc [50 plf] B wall 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges [155 plf] C wall 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230 plf] ti D wall 7/16"shtg-use 8d's at 3"edges- 12"field, blocked edges [310 plf] E wall 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, 3x studs at (n 7/16"shtg - BOTH SIDES -use 8d's at 4"edges-12"field, blocked F wall edges, 3x studs at edges [460 plf] (0 7/16"shtg-BOTH SIDES-use 8d's at 3"edges-12"field, blocked co wall edges, 3x studs at edges [620 plf] a) 7/16"shtg-BOTH SIDES-use 8d's at 2"edges-12"field, blocked H wall edges, 3x studs at edges [790 plf] 19/32" shtg-BOTH SIDES-use 8d's at 2"edges-12"field, blocked J wall edges, 3x studs at edges [950 plf] Job: Steve Stout Underwood & Associates, Ilc —= Site: Lot 3, Osprey Lane Mike Underwood, AIA 4' ' ; Anacortes, WA 98221 1005 4th Street 11.4,4, 0 1/29/2020 Anacortes, WA 98221 ':.-'Ait' level 0 _ total force total force plan north E/VN length N/S v = length force= 22,569 # ff f t t force= 37,310 # 4— L= 27.0 ft L= 61 .0 ft 4— V= 836 plf level 1 v= 612 plf -4-- width (ft) M °� 0) width (ft) oo CO to In VD) LU % C N N force I co oo rn o o force L .— , N N N N (0 (0 <` T 0 J I - -- , i , . is , , -- 5.0 4179 I - I 5.0 4179 4.5 - - , , , . . -T---- ---- ---- - --i- - - - T - - - - --- - - --T 3762 _ 1 - =4; v______ - - - - - - -- — - -- -- -i -- - - - nr ♦ 4.53762 4.0 3344 - - ____- - - - -- - - - T - -- - -- - - - - -- -- - -- -- -1 - - - 4_ I I I Job: Steve Stout Underwood&Associates,Ilc ; Site: Lot 3, Osprey Lane Mike Underwood,AIA ? +. Y,. Anacortes,WA 98221 1005 4th Street 1/29/20 .64 Anacortes,WA 98221 `r"` cAtc, level 0 Shear Walls Shearwall= force= 4179 # Gridline= 1 length= 14.5 ft sw= 23 V= force V= 288 #ft sw= 23 shearwall length E i...i sw= 23 force=width of wall x V use D wall 1297 # 7/16"shtg-use 8d's at 3"edges- 12"field, blocked edges [310 plf] height Overturning= Mot=force x height 9.0 Mo1 = 11,674 #ft Resistance= Mr=weight x area x(12/2) Mr(wa11) = 11.0 19.0 10.1 = 2,116 # Mr(roofJ = 15.0 5.0 10.1 = 759 # 4.50 Mr(floor) = 15.0 7.0 10.1 = 1,063 # 3,939 # 7 (force—resistance) shearwall length ft end offset T= 1934 # holdowns = plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST37 MST37 14-16d's double stud to double stud [2465 14-16d's-double stud to double stud [2465#] #] Shearwall= force= 7941 # Gridline= 2 length= 14.0 ft sw= 24 U= force V= 567 #ft sw= 24 shearwall length E' SW= force=width of wall x V use G wall 2978 # 7/16"shtg-BOTH SIDES-use 8d's at 3"edges-12"field, I ♦- blocked edges, 3x studs at edges[620 plf] height Overturning= Mot=force x height 9.0 Mal = 26,801 #ft Resistance= Mr=weight x area x(12/2) Mr(wall)kl% = 11.0 28.0 13.8 = 4,245 # \\\\\\ Mr(roof) = 15.0 2.0 13.8 = 413 # 5.25 Mr(floor) = 15.0 11.0 13.8 = 2,274 # 6,932 # T (force—resistance) shearwall length—2 ft end offset T= 4183 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) MST60 MST60 40 16d's double stud to double stud [6235 40-16d's-double stud to double stud [6235#] #] Job: Steve Stout Underwood&Associates,Ilc ,,,,,,,,,,s Site: Lot 3, Osprey Lane Mike Underwood,AIA rr Anacortes,WA 98221 1005 4th Street i 1/29/20 Anacortes,WA 98221 iiit „1iA level 0 Shear Walls Shearwall= force= 3344 # Gridline= 4 length= 18 0 ft sw= 25 force V= V=length E; : 186 #ft sw= SW= force=width of wall x V use C wall 3344 # 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges 41— [230 Of] height Overturning= Mot=force x height 9.0 Mot = 30,092 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 9.0 162.0 = 16,038 # Mr(root) = 15.0 0.0 162.0 = 0 # 18 00 Mr(floor) = 15.0 14.0 162.0 = 34,020 # 50,058 # 7, (force—resistance) shearwall length-2 ftend offset T= -1141 # holdowns= plan bottom/left plan top/right strap-wall to wall (18"fj gap) strap-wall to wall (18"fj gap) none none none none Shearwall= force= 6012 # Gridline= A length= 18.5 ft sw= 27 V= force V= 325 #ft sw= shearwall length E I:::I SW= force=width of wall x V use E wall 6012 # 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, N4- 3x studs at edges [395 plf] height Overturning= Mot=force x height 9.0 Mot = 54,112 #ft Resistance= Mr=weight x area x(12/2) iNk." Mr(wall) = 11.0 19.0 171.1 = 35,765 # �t Mr(root) = 15.0 5.0 171.1 = 12,834 # 18.50 Mr(floor) = 15.0 2.0 171.1 = 5,134 # 53,733 # 7, (force—resistance) shearwall length— ft end offset T= 21 # holdowns= plan bottom/left plan top/right none none none none none none Job: Steve Stout Underwood&Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA r%; Anacortes,WA 98221 1005 4th Street a 1/29/20 Anacortes,WA 98221 t "'e,d .lalc! level 0 Shear Walls Shearwall= force= 4740 # Gridline= C length= 15.3 ft sw= 30 V= force V= 311 #ft sw= shearwall length E is i SW= force=width of wall x V use E wall 3108 # 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, f- 3x studs at edges[395 plf] height Overturning= Mot=force x height 9.0 Mot = 27,975 #ft Resistance= Mr=weight x area x(i.2/2) k. Mr(wau) = 11.0 19.0 50.0 = 10,450 # Mr(root) = 15.0 2.0 50.0 = 1,500 # 10.00 Mr(floor) = 15.0 5.0 50.0 = 3,750 # 15,700 # 7• (force-resistance) shearwall length-z f t end offset T= 1292 # holdowns= plan bottom/left plan top/right hold down to foundation strap to beam(12"deep beam) H DU2-S DS2.4 ST6224 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 28-16d's-double stud above[2540#] wood thickness, [3075#] Shearwall= force= 7263 # Gridline= C.25 length= 10.5 ft sw= 31 force V= V= 692 #ft sw= shearwall length E is i sw= force=width of wall x V use H wall 7263 # 7/16"shtg-BOTH SIDES-use 8d's at 2"edges-12"field, • f blocked edges, 3x studs at edges [790 plf] height \ - Overturning= Mot=force x height 9.0 Mot = 65,369 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 9.0 55.1 = 5,457 # Mr(root) = 15.0 0.0 55.1 = 0 # 10.50 Mr(floor) = 15.0 2.0 55.1 = 1,654 # 7,111 # (force-resistance) T= shearwall length-z ft end offset T= 5826 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation _ HDU8-SDS2.5 HDU8-SDS2.5 20-SDS 1/4 x 2 1/2"screws, 3.5"min wood 20-SDS 1/4 x 2 1/2"screws, 3.5"min wood thickness, PAB7-18 bolt, 15"embed. [6970 thickness, PAB7-18 bolt, 15"embed. [6970#] #] Job: Steve Stout Underwood&Associates,Ilc T Site: Lot 3, Osprey Lane Mike Underwood,AIA �-r- , Anacortes,WA 98221 1005 4th Street a ' `j 1/29/20 Anacortes,WA 98221 -_'1 ':.1'4V level 0 Shear Walls Shearwall= force= 5428 # Gridline= D length= 14.9 ft sw= 32 V= force V= 364 #ft sw= shearwall length E i:::i sw= force=width of wall x V use' E wall 4700 # 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, N. 3x studs at edges[395 plf] height Overturning= Mot=force x height 0 Mot = 42,297 #ft Resistance= Mr=weight x area x(12/2) !4.41..\.NSii.k. Mr(wall) = 11.0 19.0 83.2 = 17,390 # Mrfoo0 = 15.0 12.0 83.2 = 14,977 # 12.90 Mr(noor) = 15.0 4.0 83.2 = 4,992 # 37,359 # 7. (force—resistance) shearwall length—Z ft end offset T= 398 # holdowns = plan bottom/left plan top/right hold down to foundation hold down to foundation HDU2-SDS2.4 HDU2-SDS2.4 6-SDS 1/4 x 2 1/2"screws, 5/8"bolt, 3"min 6-SDS 1/4 x 2 1/2"screws,5/8"bolt, 3"min wood wood thickness, [3075#] thickness, [3075#] Shearwall= force= 5428 # Gridline= D length= 14.9 ft sw= 33 V= force V= 364 #ft sw= shearwall length E i:.:i SW= force=width of wall x V use E wall 729 # 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, .41-- 3x studs at edges[395 plf] height Overturning= Mot=force x height 9.0 Mot = 6,558 #ft Resistance= Mr=weight x area x(12/2) Mr(wall) = 11.0 29.0 2.0 = 638 # Mr(rooO = 15.0 12.0 2.0 = 360 # 2.00 Mr(floor) = 15.0 4.0 2.0 = 120 # 1,118 # 7, (force—resistance) shearwall length— ft end offset T= 3626 # holdowns= plan bottom/left plan top/right hold down to foundation hold down to foundation HDU4-SDS2.5 HDU4-SDS2.5 10-SDS 1/4 x 2 1/2"screws, 3" min wood 10-SDS 1/4 x 2 1/2"screws, 3"min wood thickness, SB5/8x24 bolt, 18"embed. thickness,SB5/8x24 bolt, 18"embed. [4565#] [4565#] Job: Steve Stout Underwood&Associates, Ilc Site: Lot 3, Osprey Lane Mike Underwood,AIA Anacortes, WA 98221 1005 4th Street 1/29/2020 98221 1, level 0 plan north CI 0 Q 1 t ...,� i , - - - } a it ---;---------J----I- --- -- ----------II---2-e f 1 1 I A wall 1/2 or 5/8"GWB-use 6d coolers at 7"oc [50 plf] B wall 7/16"shtg-use 8d's at 6"edges-12"field, blocked edges[155 plf] 0 C wall 7/16"shtg-use 8d's at 4"edges-12"field, blocked edges [230 plf] D wall 7/16"shtg-use 8d's at 3"edges- 12"field, blocked edges[310 plf] U E wall 7/16"shtg-use 8d's at 2"edges- 12"field, blocked edges, 3x studs at (n 7/16"shtg-BOTH SIDES-use 8d's at 4"edges-12"field, blocked — F wall edges, 3x studs at edges [460 plf] N 7/16"shtg-BOTH SIDES-use 8d's at 3"edges-12"field, blocked G wall edges, 3x studs at edges [620 plf] CO N 7/16"shtg-BOTH SIDES-use 8d's at 2"edges-12"field, blocked H wall edges, 3x studs at edges [790 plf] 19/32"shtg-BOTH SIDES-use 8d's at 2"edges-12"field,blocked J wall edges, 3x studs at edges [950 plf] oG'OTG'ST 741 Marine Drive PHONE TOLL FREE FAX 8ellinaham,WA 98225 360 733_7318 888 251_5276 360 733_7418 September 29, 2006 Job No. 06-0721 Clayton Design Inc. 1015 Fourteenth Street Anacortes, WA 98221 Attn.: Bill Obrock Re: Geotechnical Recommendations Marine Point Short Plat 4303 Anaco Beach Road Anacortes, Washington Dear Mr. Obrock, As requested, GeoTest Services, Inc. is pleased to submit this letter report summarizing our recommendations for the proposed fill and grade earthwork operations to be conducted on the project site. We visited the subject site on September 26, 2006, to • review the proposed development and verify existing site conditions. The site is . underlain by bedrock of the Fidalgo Complex that is mainly composed of metamorphosed andesite and dacite. Near surface cuts and fills will encounter of a thin mantel of topsoil overlying medium dense to dense glacial deposits, mainly composed of clayey/silty sands with variable gravel contents. Some near surface rock excavations may also need to be conducted to achieve the desired site grades. Based on our site observations, it appears the development can be constructed as planned utilizing standard earthwork operations. PROJECT DESCRIPTION The proposed Marine Point Short Plat is located between Marine Drive and Anaco Beach Road within the western portion of Anacortes. Marine Drive radiuses around the west, north and eastern portions of the property, and the roadway easement of Anaco Beach Road borders the property to the south. The property is composed of 7 lots, 1 through 3, A through C and lot G. Lots A, B, C, G, 2 and 3 will be accessed from a frontage road and cul-de-sac that parallels Marine Drive along the east and northeastern portion of the site. Lot 1 will be accessed off a single drive that runs along the southern and west portion of the property. The site is currently undeveloped and moderately vegetated with evergreen and deciduous trees and low-lying underbrush common to the area. Portions of the property have been previously cleared and a couple of access roads have been constructed. Stockpiles of gravelly sand and blasted rock, from other sites in the vicinity, have also been placed on the site in preparation for use in the proposed property development. Site Preparation and Earthwork The portions of the site to be developed should be prepared by removing any existing fill and significant accumulations of organics from the areas to be developed. Prior to placement of any structural fill, the exposed subgrade under all areas to be occupied by roads, slabs-on-grade or foundations should be recompacted to a dense and unyielding Page 1 of 6 www.geotest-inc.com GeoTest Services, Inc. September 29,2006 Marine Point Short Plat,Anacortes,WA Job No.06-0721 condition and proof rolled with a loaded dump truck, large self-propelled vibrating roller, or equivalent piece of equipment applicable to the size of excavation. The purpose of this effort is to identify possible loose or soft soil deposits and recompact the soil exposed during site preparation and excavation activities. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Following stripping and clearing operations, the subgrade soils in sloping areas (3H: 1 V or steeper) that are to be filled must be adequately keyed and benched into underlying undisturbed native soils. Benching into native soil reduces the potential for development of a preferential failure surface at the contact between the fill and the native soil, by creating friction due to roughness along the stepped contact surface. The benches are typically cut into the hillside with a small dozer, and the resulting material may possibly be used as structural fill, depending on conditions encountered during construction. The width of the benches will vary with changes in slope inclination, subgrade soil types, groundwater flow characteristics, the machinery being used, and other factors. Completed benches should be observed by a representative from our firm, with any soft areas observed removed and replaced with suitable material, and compacted to a firm and unyielding condition. Keying, benching, and installation of permanent passive drainage should be done in accordance with the Fill Slope Placement Section, Figure 2, attached. Once suitable, firm and unyielding subgrades have been achieved, earthwork operations may commence to provide design grades. Drainage system and bench construction, load bearing areas, and areas to be filled should be observed by a GeoTest Services representative prior to construction on the prepared subgrades. In areas where rock outcroppings are encountered, benching may or may not be applicable and will need to be field fit specific to the conditions encountered. Fill and Compaction Structural fill used to obtain final elevations for the proposed development must be properly placed and compacted. In general, any suitable, non-organic, predominantly granular soil may be used for fill material, including portions of the existing onsite soil and previously stockpiled materials, provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. If the existing onsite soil is to be reused for structural fill, any cobbles or other material greater than about 6 inches in diameter should be removed. Excavated site material containing topsoil, wood, trash, organic material, or other debris will not be suitable for reuse as structural fill and should be properly disposed offsite or placed in nonstructural areas. Previously imported and stockpiled shot rock can be reused as structural fill provided the material is placed in relatively thin, uniform lifts and properly compacted. Due to the size of the material and gradation, typical in-place compaction testing techniques, utilizing a nuclear moisture density gauge, will not be applicable. Use of this material should be continuously monitored in order to verify that it has been properly compacted. Proof rolling, both during and after placement, will help gauge the suitability of the placed material. Page2of6 GeoTest Services,Inc. September 29,2006 Marine Point Short Plat,Anacortes,WA Job No. 06-0721 Reuse of Onsite Soil Soils containing more than approximately 5 percent "fines" are considered moisture- sensitive, and are very difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Imported Structural Fill We recommend that imported structural fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) with at least 40 percent retained on the No. 4 sieve, or a well-graded crushed rock. Structural fill for dry weather construction may contain on the order of 10% fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than optimum. Accordingly, we recommend that imported structural fill with less than 5% fines be used during wet weather conditions. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even "clean" imported select granular fill to a firm and unyielding condition. Soils with over-optimum moisture contents should be either scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. As previously referenced, either suitable existing on-site shot rock or newly imported shot rock may also be used as structural fill provided that is creates a suitable base for the proposed improvements. Backfill and Compaction Structural fill should be placed in loose, horizontal lifts approximately 6 to 8 inches in thickness and thoroughly compacted. All structural fill placed under structures should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Beneath paved roadways, the fill should be compacted to at least 92 percent, except the upper 24 inches of subgrade, which should be compacted to a minimum of 95 percent of maximum dry density. The top of the compacted structural fill should extend outside all foundations or appropriately sloped under roadway improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Where shot rock is utilized, appropriate continuous monitoring and proof rolling should be conducted to verify suitable compaction has been achieved. Wet Weather Earthwork Some onsite soils may be very moisture sensitive. It is our experience, that soils with High clay and silt contents are particularly susceptible to degradation during wet weather. As a result, it may be very difficult to control the moisture content of the site soils during the wet season. If construction is accomplished during periods of rain or extended wet weather, we recommend that structural fill consist of an imported, clean, well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: Page3of6 GeoTest Services,Inc. September 29,2006 Marine Point Short Plat,Anacortes,WA Job No.06-0721 • Limiting the site of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel "working mats"over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing upgradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions, including temporary excavation stability, should be the responsibility of the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 ft should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-657. We recommend that permanent cut or fill slopes in soil be designed for inclinations of 2H:1 V or flatter. Exposed rock slopes should be individually evaluated on a case-by- case basis. All permanent cut slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Permanent slopes requiring immediate protection from the effects of erosion should be covered with either plastic, mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. Occasionally subsurface conditions may result in the concentration of seepage within particular soil zones. To intercept seepage and to limit erosion on cut slopes that intercept groundwater seepage, it may be necessary to place gravel drainage material or other mitigation methods over the selected seepage zones. The need for drainage mitigation methods can best be determined during or following construction. Surface water runoff should be directed away from the excavated areas and must not be allowed to flow over the face of any site slopes. To reduce the chances of initiating instability, drain water collected from impervious surfaces should be tightlined to a suitable discharge point at the base of site slopes or other suitable discharge areas, and not allowed to discharge over or onto the face of any slopes. Page 4 of 6 GeoTest Services,Inc. September 29,2006 Marine Point Short Plat,Anacortes,WA Job No. 06-0721 Geotechnical Consultation and Construction Monitoring We recommend that geotechnical construction monitoring services be provided. These services should include observation by geotechnical personnel during fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the proposed improvements. We also recommend that periodic field density testing be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this report, and in the event subsurface conditions differ from those anticipated before the start of construction, provide revised recommendations appropriate to the conditions revealed during construction. GeoTest Services would be pleased to provide these services for you. USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of Clayton Design Inc. and their representatives for specific application of the construction of the Marine Point Short Plat in Anacortes, Washington. Use of this report by others or for another project is at the user's sole risk. Within the limitations of scope, schedule, and budget, our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, either express or implied, is made as to the professional advice included in this report. If variations in subsurface conditions are encountered during construction, we should be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. should not be assumed to be responsible for job site safety on this project, and this responsibility is specifically disclaimed. Page5of6 GeoTest Services, Inc. September 29,2006 Marine Point Short Plat,Anacortes,WA Job No.06-0721 We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. If you have any questions or comments regarding the information contained in this report, or if we may be of further service, please call. Respectfully Submitted, GeoTest Services, Inc. of Va him. 1r Engineering Geolagi � 0@ 594 4% `•Nd Geo- Daniel J. Sorenson Dan Sorenson, L.E.G. 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' .,• J; �r f t if- w .b•ad �1 I •: vl� .. 1 i;lirr{ , •�• /f. : • : . , ' r.•- ' •�, .i .? t j,.•�i^ : •I� r �� ,' t /�6G. t .J'�� ., �L ' (� CM.rJ• 1.. 1v . t ,.,�c�li: • • se.•-•jaz•j..e.t.g ..:/•: r • • • .r� 1„3"-S ?�4.� = ' rii,ty ht l 41!�ji� '• t �� t . -�,-., �•:J J / II -- _ —_ -- _ __ _� _ . _ _ _. ._.. .�_ —_ __ _ _ _� a J Drainage Swale 3H or Less 1V Seepage >1 Zone Drain Pipe Notes: Benches should be sloped downward towards interior of cut. Keyway should be cut at least 2 feet into undisturbed native soil and have a minimum width of 6 feet. Fill should conform to recommendations provided in the report for structural fill and should be compacted to a minimum percent of 92% maximum dry density as determined in accordance with ASTM D1557 (Modified Proctor). Drainage swale at top of slope should direct water to a suitable discharge location away from the slope. Vegetation should be established as soon as practical on the slope face, possibly utilizing an erosion resistant fabric, to reduce the erosion potential of the slope. Drainage pipes may be necessary within various benches depending on site conditions, discharge should be tightlined to a suitable location. • Date: 9-29-06 By: DS Scale:NONE Project GEOTEST SERVICES, INC. FILL SLOPE PLACEMENT SECTION 06-0721 741 Marine Drive MARINE POINT SHORT PLAT Bellingham, WA 98225 Figure phone: (360)733-7318 4303 ANACO BEACH ROAD 2 fax: (360)733-7418 ANACORTES,WASHINGTON / ' E' 5 S-ri sJ c, .. koba l C g- !/`o- 'NC B U� W 6v'T. OQ{a uLri aisri ,,./ / e (__Mplit_ii-hz- Oaxkiz: * - ,-..r--,--.7----i rcz-1/4 ,:ai. :-) rrims7-- ./ / ---\., 4,k-V,I. -., ru, / Y. / r EXIST. SSMI� #S6-136 ® 4 %� �� o- — RIM ELEV_=43.28' ! '�I . ck-- <;) 7 ;J elliZO INV. ELEV.=36.63' 1! �' G 2.5 SOD SORUSEED WALE // 411' 0 Olt ..1„...111k° L.--------"=„1„...":2' j----------- amp / o: .I/ \ „\,', • //,�� �� _ __: ��? , :,�`:` ►+ �W SWALE SECTION DETAIL A 1� ��'. F� / itk �� Mgc SCALE: NONE OW / i 'a ti o�' ''�p`� EXIST. . #56-144 4,. �j �Q�`� ��``' o°c RIM ELEV.=56.74' Eft. 12" CPEP SD SHOULD BE J ��J EXTENDED TO TOE OF SLOPE OR ,,,,,,:,,,,,,,,,,,,:;,./. o � INV. ELEV.=50.74 APPROXIMATELY 40 LF )7. / ��J. �� 48 yap ��� A. `� G � � �� ACCESS AND U17Ll71ES EASEMENT � ���� �� � � �' � 42`1 /V '► X r S Ac-- / \�\FS� \2p'F�. �2 / B�L- . ? / D , / • / �9,s� t F N. A / + / ..4/7 �FNT CB TYPE1 e = - l flV1 �e .Sc `� ksF11 / /4- 12" P. NLET \N. d RIM ELEV.=81.78' ` �. <, . .=44.07' END OF E-X �.�. INV. ELEV.=77.73' G,i1L� � 'lb (�s , s ��O / 12' SD C' / 32.22 `<} \-- 20 LF 12" SD N. N. • f- ... LOT 24' ' N. ' ' L- �C ��� ..t d �� `S , ��-p 1�� t,�,+s�,,,n� - arc L LW ) , , . S.908 S114 . ----3 ,':"-----...,„o-' 1,, (b2_,t, u,,,,,-, 1,,,._ae-k6, 13-A u--sol , ...- --.. . ...- ... is Pair,\w- ,..,, a&i._*.ksTca._.-,,,,,, . .._ iga- , --*, ... 7 ....- ... ._A , -Alc .... . _°. ./. ___> - ,._.__------------____ • _____________,, PARTIAL SITE PLA\ / —+ �� - GRAPHIC SCALE SCALE; 1"=30' �, y — _��__-- — — 15 0 15 30 1 L„� ��^ '?j� �' 16].?C i� C flxFM> +� ik i Yn C ti-i!G ` a 'Lf� `1Bai t 1 emit. 30 !t °HER.RIGS'TAD E1VGINEERINO rMaY°iI9.0 Pt. oB NO:slanea.lo,200,1 I CIVIL ENGINEERING Marine Drive/Anaco Beach RDD I I DdSCiaTs: 11; (Swa e P1anV Baer ➢ALE IL L .B. I'DERRIGITAD P 1 Owner/: Clayton Dealgn RO 4320 ES LIKE ROAD Deaelaper 1015 14th Streel �0 D.1IHRRiC3TAD 1 �dlldC0RTA9,Ffd 20221 200-0804 RIM: , �9 �` •D.� �� 1 �OF / I. `` I // -\ / // EDCF OF AS/WU \ F1 cm.c a / - / / J :r' L-%Yr�� ' 1 / s.N\ ///, m TaN\ DRAINAGE EASEMENT ��` It: / \ / / C�0>YnT607'/ `Y�, d�1.11II1:-i1d r�cancer c+erttx v------ne.='c/ / t2'DCUi ir c.n©asv+oa rat L -Q .[' (:i�ETEYr61tl �"♦ (� •n. C C.:t�77DOST.SSIIN 06130 O�y�U' �::OTt;"'4C.f� '� - 2 ��-�'"'�a WHFEL C R P NI�TF� �� �' -ROAD SECTION C C MARINE DRIVE / Ru E1LY.-u25/ OiY,ttty-3o.a7/ � 2. SCAIE NONE o/ 2 na rAu rags swt tE swam RFOI 1 cc�!/ •` , ' 9FA?tadm G11.0 \ couSIT KYAM FDA,10X1D0YA IL31 PEU= Ca01 err Itz..3 trn� e+nt�s�4 \ ` 17trJsara/ ;t • dap�� LOT 5 -Y.� T c I- ' --\ / '�'' ! //:::.N.:64::.. jI'"14 c6 tr Cf rsA +3(S)011.11303))I= AX. TY �► -, IX CO i20.34. , ' f a�' Ts Pa9VdT ary, CJ , ) cz a ose H uA c0iFLU ntv.-nor , 1 atlTtSSE OF t K)) > .11EY-37.fn ' I `> f �.s.. A F LOT 6 N / o I '44�8 / 1/ s � NE _�� r,Hero-�,. o. $)at�alDY oY c�c 13E1trT1T5 I �3 ' A50m1i: P" f".• asi ....7" . , �� r �� 1 AgLCNT iD LOT 1 , TI / �' "`�V° cn i e ,S: f 111417. e f3¢SL..•9m Sa-1+5 j m ••LL .�l CC CO Ma / $. LOT 3 j - Rol EiLV.-V0.1G 01.34' !�qL F3Lv.�2 41' ,/- c8 y� . , \k1V.ELEV.-m.u' I i,,,5- CO111V.ELEV...20.20. / */ !ME1 sow lss Fit �. �y .pi eo>�x ' vziw i , t'12.132141. Eli -21.2%F R01 E1LV.= 7. •y , al/ -0 4taA - �-. S£.Tt 04 :' ).1Ibi c44,124:7‘ 1 1 i ILO FPS' ,+LOT J aLv.-21,ti' um tar.-216r J y ' i '� cp. imaR, =� LOT 2 / �'��'`� .� a ' COST.F,063 ra \ ,. .,. lXRi[R ,* !S IA t:.rMe13113 i oat AMI - iD0A0 .� ..� Lys / F: o• Mt CM.7TS¢ / ,,'/ // 1ru tA5Q43IT s=VA i ^J =SS Ala / - /- / \S� / UTILITY FJL231:F1�/ d �r / ROAD &�710N A- !F n f T.ssw sa-1w c' S :;:' = ,� UN'3 to LOT 2 ; �Ty LOT C J / W E1ty-t " <c n; -f-, ir ��J� e ,. ,., ,. ''�� t 41,. 'Wit. o0 721 II. F' A'8 5 CO `ni •• eh Q� Air r Sl. 1T.tjH' `�` p a m TT;Y7 1 �i n` " ADMi F�d1wt ST Q£ALr.-0 a ` f 141 OC)LLI B C.n�..47.T5 4-.> N our.SS101 50-130 •* a1 •• .. ©'.,. PVtT Ord Parma FIS1a'1.�'�Ei C� Ra,E1LV-2�.1s orate att LOT 1 2 ROAD 511�i1f <- r xT hu '' p � DN.IILV-�OLST,HE Id Si ', E�a CO }6A0 H (Z Ca 0ET��� \''.."--,. LOT Sr z �co p C wv,3 0 ` r'0 clizrr --c-s�sir ca facn- / pry® / f 1D= ; all= U� p EXW T14 Vpy ` `LEGEN D �•�s� A��SS a \ I s :� o© � Et]iCE — —K—x—F— D35?.SSuI ♦; >J. . D \ [MI OF EX �+� 9' ! tJ G� , \\ S Y '�2�ti ♦ ii z�,0 LOT A ` ` ram.. INV.4.E 60.c0 n v5 I. Q,ire ,., f` 1. Cl ` iAA'( �` ,' 12,117 SF i J ...=IT �_PO= �� d ak a o s b Ea 2 •r✓, a i INV. $$� $ Rag 8a1 la ��� c-J Enoo ®ST= \ C�N��C ♦ ®411 Fir iloc7 �® ,PRoFHo/0' d/ERT d , , 1 ORIIEWAY ACaal r:1-1 0..) 1--- , CIO r3 ^� eF� \ Q¢�� u,am so 1 U (1 ♦ SITE FLAN ti ii'Oq Ama cum - T i SCALE 1=.30' LXST6x ATrI 1z � ►—� rtio d Co, ASPHALT 4U SIDQ1 \.....M ROW 1 T CJ U 1�d //S ATEUDOf SWALE SECTION DETAIL 0 :� r�-4 • r SCALE: NONE O E� cd co)• ®I O rd c RAP xic SCALE PROJECT # 05-028—DEV .0 U t 30 2U `+ - —=—! _- r 1 it ri fY1i11�) l .:K� �' , C2 1 1mb- 30 1t ` < Ctl! DATUMfj xgv�enDay a Ate..mu G;l � YTO:33111 }� t«�rac:7c LEA M1 Er,t�D3 J Tq of Idrrm,cd in a=0 �••• IS�I&Mir ` Rood ad Itcatro Drtsa Ln.ICTI:D.=STD y Osolro-25.112. C3134: D.EDIER A3 � Record Drawing September 29, 2009co� f/f992 • FLOW TEST INFORMATION SHEET A • fil 1. Reason for Test: Bid Information ❑ Design Base 0 • AMERICAN FIRE Other SPRINKLER ASSOCIATION,INC, 2. Location of Property 2.0Li ©8. PREy L a AK!44c5I— S %bk. ')82,2► (Address) (City) (State) (County) . 3. Date & Time of Test: Date: °7-15--09 Time: -3.9 30 (am) ®m • 4. Test Conducted by: R e <�i16 l'A k) CO MMERC i AL -1=--t 1 _ `P C-71 Q fU l 0C Name Title Affiliation 5. Test Witnessed by: • Name Title Affiliation 6. Source of Water Supply: Gravity NJ Pump ❑ Other: • 7. Name of Water District A.L1_A('c5 lei GS Fire District A Lkc R t _--, 8. Is water supply provided With PRV STA's • Yes ❑ No r. (If so what is PRV outlet setting? PSIG 9. Area Map: (Draw Sketch showing property location;bounding streets and names, north arrow, hydrant locations and identification numbers, distances from hydrants to property.elevations of hydrants and property . . floors or grade, all water mains and sizes and interconnection valvesr . ,etc.) I • I � —t----- • �• ___—. .\\..,.._ • y ` 'ti III I • ._- 10.• Flow Test Data • FLOW AT STATIC AT STATIC RESIDUAL FLOW OUTLET ADJUSTED • HYDR.NO. HYDR NO. PSIG PSIG GPM COEFFICIENT GPM S55 61-1 1g7.1 rARTE11 , t3t tlC • 11. See reverse side for gra I ter %.t.N��w 12. Signed /L: ■ v. Witness • PR\�� �������� ��� Form No.102 - I American 25 Sprinkler ells 5.220 inc. Outlet Square and Outlet Square and Sharp Outlet Smooth and • 11325 Pegasus,Suite 5-220 Dallas,Texas 75236 projecting into Barrel Cool. Coef.0.80 Rounded abet.0.90 (214)349-5965 0.70 ra WATER FLOW TEST SUMMARY SHEET . r Hydrant Outlet I.D. Pitot Press. Flow Residual Date: 1 --15 --09 Time: a: 30 PM Cont . No. No. inches psi gpm Psi 65, LV \ 1-}Y =3 L i M.1 Conte Name: �LANTO � k G ki rK �'S� � `, Address: •Lk 2_0 H OS L X 3 " .W CCU ` 3 Wiest c3E 1 ik 2;5 2_ Total Flo � G �'Z,� ;I � i--� t Static Press: k 3t psi Flow @ 20 psi gpm � ( pry 1` :Ininnr---n rr 1( >( u u 1 V U u r 1 r r r Yi unuuu.1rrr uYai8oi r uYiutanu 'lurriu'< lrn 1TITT1ll1 .. 120 4——, r L7. ' 1 1 L____J---,,„I _ Li Mt S it3F- Mi. c / \ . 2 ' NE111111- NKr ,,, Irni-7-711111111111, I 10_, ,...___,......___ y., t' I , MBE ': �'P � Z/. ( 2 \ i I MIl 100 �-------i � ,�I Illibilitill- El m i ill 95.•:., — 01 1 IIIII�r MEE °r 85- : 1III1 III _ I ii ___,, 45 .. mum 11111iimmi in ' a 1 .--_,_,_ 1 MEMO MIME ..=:', 35 1 30ni • 25 �� 1 -, , Scale: 5_ -- 15_ —1 H A . :1 UMW MI i 11111111111'I11 11.111111IIRMIN1111.II�I 11l11 IIIIII , MI III R a fl i 1 lg ° °s Scale A 100 200 300 400 500 600 700 800 900 1000 Scale 13 200 400 600 800 1000 1200 1400 1600 1800 2000 Scale C 900 800 1200 1600 2000 2900 2800 3200 3600 9000 Water/ Flow FIRE SPRINKLER ASSOCIATION,INC. V�d ater f low gpm 11325 Pegasus,Suite S-220 Dallas,Texas 75238