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Permit File BLD-2020-0231 3007 Meridian Court
� `Y 0 City of Anacortes Invoice/Permit#: BLD-2020-0231 \ 904 6th Street Applied date: 04/28/2020 P.O.Box 547 Issue date: 06/02/2020 `1"\ '0 Anacortes, WA 98221-0547 Expire date: 11/29/2021 L'. 7:121 (360) 293-1901 Job Address: 3007 MERIDIAN CT Permit Type: Single Family Residence Permit ANACORTES WA 98221-4809 Project: APN: P108683 Remarks: NEW SFR BMP responsible party: Curtis Banta: 360-914-7185 cbanta@yonkman.com Owner: GREGOORY&THERESE GESELL Contractor: YONKMAN CONSTRUCTION INC. Address: 11427 40TH DR SE Address: 4367 VANDERWELL RD EVERETT WA 98208 OAK HARBOR WA 98277-9487 Phone: Phone: (360)675-8127 License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R-2 Building Permit Fee 3,946.25 Basement Square Footage 1336 Plan Review Fee 2,565.06 New or Replaced Hard Surface 6200 Mechanical Permit Fees 133.20 Lot Area 18065 Plumbing Permit Fee 174.00 1st Floor Square Footage 1916 State Building Code Fee Resi 6.50 Garage Square Footage 629 Sewer Inspection Fee 51.08 Deck Square Footage 698 Storm Drain GFC-Residential 1,696.09 Porch Square Footage 65 Sewer GFC-Residential 9,140.86 Stove,Appliance 1 Park Impact Fee 615.00 Building Valuation 650000 Traffic Impact Fee 2,765.69 # Forced Air Furnace<=100k 1 Non Sprinklered SFR Fire Fee 100.48 #of Tubs, bath 2 EMS Impact Fee 356.26 #of Clothes Dryers 1 SFR/duplex: site plan/design 60.00 Stormwater Review 496.00 #of Clothes Washers 1 #of Dishwashers 1 Total Calculated: 22,306.47 #of Gas Fireplace 2 Deposits/Receipts: 0.00 #of Gas Piping 1 #of Gas Water Heaters<= 100k 1 Total Due: 22,306.47 #of Water Piping 1 #of Hose Bibs 4 #of Kitchen Sinks 1 #of Hand Sinks 6 #of Showers 1 #of utility Sinks 2 #of Ventilation Fans 6 #of Water Closets (Toilets) 3 (41 ) PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEP �T N nn �� ,�' Mailing Address: P.O. Box 547, Anacortes, WA 98221 � !.I �`'!�(] I°`+ Office Location:904 6th Street, Anacortes WA 9882174-11123P ' Phone: (360)293-1901 APR 2 7 2� ' FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street,Suite#): Assessor Parcel Number: 3001 Me-rz. .o14Nn1 cT P Ios toss Subdivision/Lot#: Zoning Designation: Lot area (size): S►+o-P Ls: �2 181O (Q 5 sq.ft. pIN'A'a9''oo3 2. TYPE OF PROJECT xis New SFR ❑ New Accessory Dwelling Unit: ❑ Deck/porch (new/repair) D New Duplex El Attached to Primary Unit ❑ Interior remodel ❑ Detached from Primary Unit ❑ New Addition to SFR D Garage, carport or accessory building ❑ Fence or retaining wall or duplex (new/repair) ❑ Other: Project Summary: • N Ew s F rZ. o N D Ervyr, D Project Valuation: $ (p 50 K 3. PROPERTY OWNER INFORMATION Name: Phone: L-i2E6(O Ry t TH EKE. G EvlEL.L Address(Street,City,State,Zip): Email Address: I 4-z 1 4 D+w Draav E SE Ev E wt4 4. CONTRACTOR INFORMATION Name:* Phone: YDNbC1M R CONSTiZVGTl OfJ 3100 - (D I S - $ I al Contractor's Business Licenses State License#: City License it: *All Contractors&Subcontractors must have a valid City YONKww.i I O 1 BH of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. 11 i I 1 z a ZO Address(Street,City,State,Zip): Email Address: 43t#1 N V Ark p Rig DAV, 141, 2-5,062. 5. CONTACT PERSON Select one person the city will contact for anything related to this project: LiApplicant ❑ Property Owner ❑ Contractor IR Other(list below) Name: J t vw S`f K D ye�C1 Phone: 3/0 d - q Zq -4(a 39 Address(Street,City,State,Zip): Email Address: Ji vtA gsN ko Iti o w...ectes i 3 A•co-vv‘ Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 5 of 18 �� 5r fj PLANNING,COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT `t '"` Mailing Address:P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 74111110 : " Phone: (360)293-1901 6. LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no lenders"on the Name Line below. Name: `i.I,P Phone: Address(Street,City,State,Zip): Email Address: 7. ACKNOWLEDGEMENTS &SIGNATURE Read and initial each of the following statements prior to signing this application: I understand that when a building permit application is taken in over the counter it does not mean ,yQt, the application has been deemed technically complete and sufficient for staff review. Qh I understand that if I submit incomplete,inaccurate, and/or erroneous information it will take the City longer to process my permits. Ali I understand and acknowledge that I could be responsible for providing as-built drawings(on paper or electronically)as part of the project's certificate of occupancy process. I understand and acknowledge that Special Inspections could be required as part of my project, and )41r' if needed I will be required to pay for the cost of these inspections. I understand and acknowledge that financial securities could be required as part of the work I am p completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. I understand that if permits are reviewed concurrently such as design review,site plan,traffic ,Qy concurrency,etc.,any required revisions to one permit may affect the entire plan set and could add costs and time to the project. I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true, correct, and complete to the best of knowledge and belief. SiginatUre k, Date C�r Cl._..1.._ Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 ��y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT C,� 4 Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location: 904 6th Street,Anacortes WA 98821 ` 1K Phone: (360)293-1901 FORM BP-2: STRUCTURE AND SITE INFORMATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: '2 00 '7 IM - Q1 N G r• AN f‘GC>6Z'c L-'JA S 2..2 PARCEL NUMBER(S) P k Og (p 63 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with "N/A". Structure height: FAO vh P+J&. &le-4At c = 2.,0 -5 AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1st Floor: 1,61 ` (0 5 r, 2"d Floor: 3rd Floor: • Basement: I 3 3Ia 5� Garage: (p 2q SF Total deck: (0 98 SF Total porch: Other: pro Elu n,ri z 3 sr OthW INrE. 141 SF. Other: 105 S•F col). E-NTGLH 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? ❑ YES NO Is a monitored fire alarm being installed? ❑ YES MI- NO Are retaining wall(s) being built? ❑ YES ® NO Are structural plans required? C21.YES ❑ NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes,you will be required ❑ YES F: NO to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the property located in a flood zone? ❑ YES t NO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes, a ❑ YES ® NO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 7 of 18 ♦T y PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547,Anacortes, WA 98221 . Office Location:904 6th Street,Anacortes WA 98821 74w. Phone: (360)293-1901 D. Are there critical areas or buffers on or abutting(within 300-feet of)the 0 YES El NO project site? If yes,a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq.ft. in area? 0 YES NO If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. is your project involving an accessory dwelling unit? ❑ YES ig).NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES 1I NO (about 1 log truck load) of timber be harvested? If so you may need to obtain a forest practices permit from DNR. H. Is this project subject to the SEPA process? If yes,you will be required to ❑ YES ►'l NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true,correct,and complete to the best of knowledge and belief. Signature Date ,. Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 8 of 18 `T IT o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT � '' Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 `'`I'.q ``� Phone: (360)293-1901 FORM BP-3: PLUMBING AND MECHANICAL FIXTURES MECHANICAL Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: ( Elec#: BTU: Other#: d Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water #: i Location(s): ' To, iv t1I—t ri. ( L/ Heat Pump: Elec#: Other#: Capacity: Air Conditioning: Elec#: Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: 5 Laundry#: f( Other: (p J Range Hood: #: I Location(s): K1rt.t4C_N f Fireplace: Gas#: Z. Elec#: Other:#: Location(s): 2.. I/ Clothes Dryer& Duct: Gas#: Elec#: 1 Other:#: Location(s): Stove/Range/Oven: Gas#: I Elec#: Other:#: Location(s): I :7/ Gas Piping/Outlet(s): #: I Location(s): $R�0 ,, PEcK I Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): IP PLUMBING Fixture Type(new and Total#: Fixture Type(new and relocated): Total#: relocated): Water Closet(Toilet): 3 Refrigerator water supply(for water/ice Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: 2— V Water Service Line: Tub: 2. ✓/Water Piping: Hand Sink: (p ✓/ Clothes Washer: Shower: I V Electric Water Heater: Tank-less? Yes ❑ Dishwasher: ( J ackflow Prevention Assembly: Hose Bib: l. ✓ Other: n Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 9 of 18 y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street,Anacortes WA 98821 7," w� Phone: (360)293-1901 FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: 3 001 Mg-gI O 1PiT‘I GT , P I-4 fRLO 147,1-1ES 9 s 2.21 PARCEL NUMBER(S) r I 0 g 10 S3 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. 3. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE PAGE#ON REQUIREMENTS ? YOUR PLANS Cover(or 1st page) must include: • Site address • Parcel number / • Lot number(if applicable) A Z • Lot size • Lot coverage • % impervious surface coverage J Floor plans with existing(if applicable) and proposed building layout with square footages and with the use of each room/area labeled. R S 1 A5 Window and door sizes labeled and window ventilation area. Commercial, V Multi-Family, and Mixed-Use Structures must also include door and window Act schedules. Plumbing, duct, and electrical layout. Penetration protection must be shown. Ag Opening headers, size, and material. Ab A5 Cross section details,showing typical foundation,floor,wall, ceiling and roof construction and insulation. A13- At5 V Structural members labeled as to size and spacing as well as bracing, blocking, A, +q10 bridging, special connectors, and anchor bolts. Details documenting energy code compliance. A5 , AO Exterior building elevations demonstrating compliance with applicable structure A17 type design standards (small lot, duplex, or ADU) and maximum building height Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 10 of 18 y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 4.4011114,4 Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360)293-1901 Building height(see AMC 19.42.120 for measurement methods,exceptions and modifications). • Label the building height at the highest point of the structure from the average of the natural topography at the foundation at the front of the building. • Label the average elevation of the natural topography at the front of the building. A 110 All • Label the elevation at the center of all exterior walls of the proposed building. • For ADUs only,include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)). 4, Special details as needed (i.e.,stairs,fireplaces, special construction). V Insulation and insulation values of walls, slab,floors, and roof/ceiling. Al;- 415 Existing and proposed grades with slope of lot shown. Alb+1gll Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 11 of 18 y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Ce% Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 P� w7 Phone: (360)293-1901 FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: 3 t O1 NnE12,101 A-N CT. A N i°rc-O tA44 11 22 J PARCEL NUMBER(S) I 08 teas 2. GENERAL INFORMATION Most development within the City of Anacortes that involves disruption of soils,or construction of buildings, streets, parking lots,etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed(grading,vegetation removal),or the amount of hard surface that is created or replaced on a site (building footprint,concrete,asphalt or gravel parking,sidewalk, etc.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code(Chapter 19.76 Stormwater Management)and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). 3. HARD SURFACE AREA CALCULATION Please calculate your project's hard surface amount;guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s)in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered. A project is that portion of a property, properties,or right of way subject to land disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property will determine the storm water utility fees and the stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area"means an impervious surface, a permeable pavement, or a vegetated roof. "Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface"means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces, the removal down to bare soil or base course and replacement. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 12 of 18 y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT c' ''t Mailing Address: P.O. Box 547, Anacortes, WA 98221 "..P Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360)293-1901 Land disturbance Description Total (SF) Total Area of Land disturbing activity Total area converted from vegetation to lawn or landscaped areas Hard surface area calculation Existing Removed Proposed Proposed Description (SF) (SF) Replaced New (SF) (SF) Non Pollution Generating Hard Surface Area 0 0 0 (Sidewalks, paths, patios,etc.) Pollution Generating Hard Surface Area 0 2 O O t (Driveways, parking areas,etc.) Total Hard Surface (p ( 200 7 f Tv,./../, /4c, 3 Tir/'4''.''/'( ;/,' /:,„;;A:A:„Y //zi Use the information in the above table to navigate the flow chart(s) on the next page and determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works - Engineering Department Forms website and provide required submittal items/plans. Check applicable box Minimum Requirements Determination KI Minimum Requirements#1-9. El i Minimum Requirements#1-5. Res.Building PerrApplication Submi:tal Checklist Updated October3t,2019 Minimum Requirement#2. Page 13 of 18 ° PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 `� Phone: (360)293-1901 • FORM BP-6: SITE PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: PARCEL NUMBER(S) 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant site plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an engineering or architectural scale. 3. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE#ON YOUR PLANS Cover sheet must contain all of the following: • Vicinity Map • Name of the project • Name,address, and telephone number of owner and agent(s) • Name, address, and telephone number of Applicant(if different from the owner) A- • Zoning designation of the site • Area, in square feet and acreage, of the project site • Reference to the Building Code used • Proposed use • Occupancy group • Construction type • Square footage and height of each individual building • Percent lot coverage • Percent impervious surfaces ✓ Scale and North Arrow Property features: Location, identification, and dimensions of all property lines and o/ easements. All easements shown on the title report, Record of Survey, or plat must be dimensioned and shown. Location and dimensions of existing critical areas (wetlands, streams, steep slopes) and their associated buffers. Vts Location of Ordinary High Water Mark and shoreline jurisdiction limits (if adjacent to a shoreline). Existing and proposed contours and site elevations (i.e.finished grades) at 5-foot minimum increments. The horizontal and vertical Z- control datum must be clearly shown. Res. Building Permit Application Submittal Checklist Updated October 10,2019 Page 16 of 18 ♦T y Q PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 4.q W Phone: (360)293-1901 Structures: Location, identification, dimensions and size of all existing andPc 2- proposed buildings and other structures. Civq, Location of existing and proposed retaining walls, rockeries, and .b>=i= 5roR-wn Location, identification, and dimensions of all setbacks. �1rL Show proposed projections into required setbacks, including dimensions (see AMC 19.44.140) Utilities & Easements: Location and dimensions of existing and proposed stormwater, sanitary sewer, potable water, and fiber lines/facilities. All wells and S.septic systems located on or near the project site must also be identified. Location of all existing and proposed fire hydrants within 300 feet of the boundary of the project site. / Location and dimensions of existing and proposed freestanding lighting fixtures, utility junction boxes, public utility transformers. ' 2. Stormwater Proposed Temporary Erosion and Sediment Control Measures, if not C1V11. 91-41c14 located on other plans. Cf Vl i- PLAN Proposed permanent stormwater management BMPs. Access, Circulation & Parking Location, identification, and dimensions of all existing and proposed / on-site and adjacent streets and alleys, including the location and �/ dimensions of all existing and proposed curbs, gutters, sidewalks, A Z median islands, and street trees. Show existing and proposed vehicular access to the site, including the P1-1 size and location of driveways and curb cuts. Show existing and proposed parking spaces, including surface materialif l- and dimensions of spaces. Open Space (ADUs, Small Lots, and Duplexes) Show calculations, location, dimensions and provided square footage 145- of required open space area per AMC 19.43.010.C, E, or AMC 19.47, as applicable. Landscaping Show the location and design of landscape areas to be preserved and planted, and a plant list to include the location, number, size and type A 2. of plant material by botanical and common name. Location of irrigation system if a permanent or temporary system is proposed. Show the location of existing trees to be retained in conformance with AMC 16.50, and tree protection measures to be implemented, PrZ when applicable. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 17 of 18 `�Y. © PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT � 4. Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 %'4' 44� Phone: (360) 293-1901 Provide a maintenance plan for any infiltration-based stormwater best management practices (BMPs) built as part of the landscaping C(V IL- fl/ AN design, including the specifications and maintenance procedures of any soil amendments. Show new trees to be planted and tree unit credit calculations, in PrL conformance with AMC 16.50 Tree preservation, when applicable The following table,with project specific information filled in, must be placed on the site plan: Fez �i� Regalred Candscapm % ,FrExample 5CalculatonS,'% ;;;4';;;-,- Site Area 7,500 sq.ft. of site area to be landscaped (per 20%-R2A zone A 2 V AMC Tables 19.42.020-.030) 1,500 sq.ft. required 1,850 sq.ft. provided Compliance with AMC Ch. 16.50 Tree unit credits required: Tree Preservation. • 8 tree units required Tree unit credits retained: • 2 trees 6" dbh=4 tree unit credits retained Tree unit credits provided: • 2 new deciduous trees(min. 2" caliper @ 6"above ground) • 2 new evergreen trees(8' in height) Number of required street trees 1 per 30' of frontage 60 lineal feet of frontage=3 street trees Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 18 of 18 ‘T y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT I � �' Mailing Address: P.O. Box 547, Anacortes, WA 98221 t`l ( (E fi N7 r r Office Location:904 6 Street, Anacortes WA 98821 Hi( t5 I' �'J I P �'� '�' Phone: (360)293-1901 i� ��a� qpR 21 2020 ' [I oCORTRES ResidentialBuilding Permit Application n Submittal Packet New Single Family Residences (SFR) Duplexes Additions and Remodels (SFR& Duplex) Accessory Dwelling Units Manufactured Homes Residential decks and retaining walls SUBMITTAL CHECKLIST a v a cc ,�% Residential Building Permit 0 . = Nal Ts %Ot c Submittal Requirement Checklist o Y b0 „n co (A LL iA L = =� u See pages 2-3 of this handout for information about each 3 u 8 a E taa E r a U submittal item listed below. Z o cz oC 2 = n L 9, ' f Residential Building Permit Application Form X X X X X (FORM BP-1—attached) Structure&Site Information Form (FORM BP-2—attached) X X X X X ' i Mechanical & Plumbing Fixtures Form X / X X (FORM BP-3—attached) Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) / Stormwater Management Minimum Requirements / st Determination X V X X X (FORM BP-5,attached) f V Stormwater Site Plan X V X X X Site Plan & Landscape Plans X X X x X / - (requirements listed on Form BP-6) 00 00 Structural Plans&Calculations X // X X X X Energy Code Plans& Forms X V X PAN Manufacturer's Specifications/Cut Sheets X of recorded surveyXX X X v/ Copy v! Technical Reports - (}-inra riT 2 9ORT iL/oP X X X X plc Other Required Permits P99RtrvNct X X X X X vi,h ADU Affidavit of Owner Occupancy(signed) X Required Number of Copies and Plan Size Fees 2 paper copies of each item above • Plan review deposit is taken at time of Plans must be minimum 11"x 17",to scale, and legible application submittal. 1 reduced size copy(maximum size 11"X 17") of the Site • Permit fees are paid prior to building Plan, Floor Plan and complete Building Plans permit issuance. Page 1of18 Res.Building Permit Application Submittal Checklist Updated October 10,2019 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies 1 0 N @ R fi wi Ifq---;) '7 p. ' , I t. I jJJ A"p 27 nGesell Residence 202 3007 Meridian CT, Anacortes WA 98221 ( I cOF : �, Missing Vertical Glazing Information i kt"ill tV1 Conditioned Floor Area 3,252 Component Performance, R occupancies Code Target Values Proposed Design Area UA Area UA Doors U = 0.300 40 12 40 11 Overhead Glazing U = 0.500 0 0 0 0 Vertical Glazing U = 0.300 488 146 558 156 FlatNaulted Ceilings U = 0.026 1,916 50 1,916 52 Wall (above grade) U = 0.056 2,510 141 2,440 132 Floors U = 0.029 0 0 0 0 Slab on Grade F = 0.540 0 0 0 0 Below Grade Wall U = 0.042 608 26 608 24 Below Grade Slab F = 0.570 76 43 76 42 Target UA Total 418 Proposed UA Total 417 Target Credits from Table 406.2 3.5 Proposed Credits from 3.5 I Table 406.2 If the Proposed UA _< the Target UA, and the Proposed Credits from Table 406.2 are those required in Section R406.2, then the home meets the 2015 WSEC. Exterior Doors Plan Component Door Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA Code!or Similar Door V Custom 0.28 2 3 ° 6 8 40 11 ' Custom 0.00 0 0 v Custom 0.00 0 0 v 0 0.00 0 0 v ' 0 0.00 0 0 v 0 0.00 0 0 v 0 0.00 0 0 Sum of Area and UA 40 11 Overhead Glazing: Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA c 0 0.00 0 0 0 0.00 0 0 `� 0 0.00 0 0 0 0.00 0 0 V 0 0.00 0 0 Sum of Area and UA 0 0 Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 4/27/2020 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA WO1 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 6 14 4 W02 Milgard or Similar Vinyl Windows ' 0 0.28 1 3 ° 4 6 14 4 W03 Milgard or Similar Vinyl Windows V Q 0.28 1 3 ° 4 6 14 4 W04 Milgard or Similar Vinyl Windows _ 0 0.28 1 3 0 4 6 14 4 W05 Milgard or Similar Vinyl Windows r _ 0 0.28 1 3 ° 5 ° 15 4 W06 Milgard or Similar Vinyl Windows t7 0 0.28 1 3 5 15 4 W07 Milgard or Similar Vinyl Windows fii, : 4. 0 0.28 1 5 ° 5 ° 25 7 ��% W08 Milgard or Similar Vinyl Windows4 0 0 0.28 1 4 3 13 4 W09 Milgard or Similar Vinyl Windows A 0 0.28 1 5 ° 5 ° 25 7 0 8 Patio Milgard or Similar Vinyl Windows A 0 0.28 1 8 6 53 15 W10 Milgard or Similar Vinyl Windows 0 0.28 1 3 6 6 ° 21 6 W11 Milgard or Similar Vinyl Windows �A 0 0.28 1 3 6 5 0 18 5 ' ' 6 0 W12 g Y Milgard or Similar Vinyl Windows 0 0.28 1 3 5 18 5 -- --- --- �i/r W13 Milgard or Similar Vinyl Windows V4,1, z;) 0 0.28 1 3 6 5 ° 18 5 W14 Milgard or Similar Vinyl Windows 0 0.28 1 6 8 2 ° 13 4 W15 Milgard or Similar Vinyl Windows '�� 0 0.28 1 3 0 3 6 11 3 - /ti, W17 Milgard or Similar Vinyl Windows 0 0.28 1 3 ° 3 6 11 3 F/;% 0 4 W18 Milgard or Similar Vinyl Windows >,<'; 0 0.28 1 3 4 13 4 1, wig Milgard or Similar Vinyl Windows Iv > 0 0.28 1 3 0 5 0 15 4 W20 Milgard or Similar Vinyl Windows r, 0 0.28 1 3 0 5 ° 15 4 W22 Milgard or Similar Vinyl Windows ,�/y 0 0.28 1 5 ° 5 ° 25 7 Milgard or Similar Vinyl Windows '� ';, W23 g Y Q ° 13 I , , 0.28 1 4 4 3 4 W24 Milgard or Similar Vinyl Windows 0 0.28 1 5 0 5 ° 25 7 ; :•.,i Patio Milgard or Similar Vinyl Windows r 0 0.28 1 8 ° 6 8 53 15 Milgard or Similar Vinyl W25 9 y Windowsrfj,:,, 0 0.28 1 3 0 5 0 15 4 W26 Milgard or Similar Vinyl Windows 117f, 0 0.28 1 3 ° 5 ° 15 4 W27 Milgard or Similar Vinyl Windows 0 0.28 1 3 0 5 15 4 W28 Milgard or Similar Vinyl Windows / 0 0.28 1 3 ° 5 ° 15 4 /�i W29 Milgard or Similar Vinyl Windows 0 0.28 1 3 ° 5 0 15 4 Milgard or Similar Vinyl Windows i�, W30 g Y 0 0.28 1 3 ° 5 ° 15 4 il M and or Similar Vinyl Windows W31 g v i',/,, 0 0.28 0 0 W32 Milgard or Similar Vinyl Windows 0 0.28 0 0 //4 ifs W33 Milgard or Similar Vinyl Windows ' 0 0.28 0 0 W34 Milgard or Similar Vinyl Windows I 0.28 0 0 W35 Milgard or Similar Vinyl Windows cif i ,�, 0 0.28 0 0 W36 MilgardVinyl or Similar Windows 0 0.28 0 0 W37 Milgard or Similar Vinyl Windows Ir> 0 0.28 0 0 W38 Milgard or Similar Vinyl Windows . 0 0.28 0 0 W39 Milgard or Similar Vinyl Windows ,, 0 0.28 0 0 W40 Milgard or Similar Vinyl Windows ' ''` 0 0.28 0 0 - - - W41 Milgard or Similar Vinyl Windows o 0 0.28 0 0 W42 Milgard or Similar Vinyl Windows lir ' 0 0.28 0 0 W43 Milgard or Similar Vinyl Windows l j 0 0.28 0 0 W44 Milgard or Similar Vinyl Windows 0 0.28 0 0 �i/ W45 Milgard or Similar Vinyl Windows 0 0.28 0 0 W46 Milgard or Similar Vinyl Windows ,� 0 0.28 0 0 Milgard or Similar Vinyl Windows �����! W47 9 Y 0 0.28 0 0 W48 Milgard or Similar Vinyl Windows /1 0 0.28 0 0 W49 Milgard or Similar Vinyl Windows 0 0.28 0 0 r, - ../ W50 Milgard or Similar Vinyl Windows '�v' 0 0.28 0 0 W51 " ' 0 0.00 0 0 W52 v`` 0 0.00 0 0 W53 147'- 0 0.00 0 0 W54 0 0.00 0 0 W55 NP1 0 0.00 0 0 Sum of Area and UA 558 156 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension EnetviiFijrAribstimioNbt ustrictions) 0 28� �7/2020 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Flat/Vaulted Ceilings Plan Component Attic ID Description Ref. U Area UA R49 blown Attic STD baffled 4P. i 10-7 0.027 1,916 52 ''' Custom 0.000 0 0 'o 0 0.000 0 %. 0 0.000 Sum of Area and UA 1,916 52 Walls (Above Grade) Plan Component Wall ID Description Ref. U Net Area UA 2 x 6 Exterior wall with R-21 Batt insulation IF Custom 0.054 2,440 132 ' 0 0.000 0 v 0 0.000 0 ' 0 0.000 0 Sum of Area and UA 2,440 132 Floor (over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA Custom 0.000 0 v 0 0.000 0 0 0.000 0 I',�',y, 0 0.000 0 Sum of Area and UA 0 0 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description Ref. F Length UA 'i Custom 0.000 0 0 0 0.000 0 0 0.000 0 0 0.000 0 Sum of Area and UA 0 0 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA R21 Batt 3.5'depth w/TB v WSU 0.040 608 24.3 0.556 76 42 '' 0 0.000 0.0 0.000 0 vi 0 0.000 0.0 0.000 0 'T 0 0.000 0.0 0.000 0 Sum of Area, Length and UA 608 24.3 76 42 Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 4/27/2020 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) la Efficient Building Envelope la 0.5 0 0.5 1 b Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope lc 2.0 ° 1 d Efficient Building Envelope 1 d 0.5 ° 2a Air Leakage Control and Efficient Ventilation 2a 0.5 0 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 0 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 ° 5c Efficient Water Heating 5c 1.5 0 1.5 5d Efficient Water heating 5d 0.5 ° 6 Renewable Electric Energy 0.5 kWh Total Credits 3.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 4/27/2020 4 of 4 April 21st,2020 Gregory D.Gesell I APR 2 7 -202 b 11427 440th Drive SE L U✓� Everett,WA 98208 :^:'ire OF AN ! cES Subject: Meridian Ridge HOA Architecture Board House Plan Approval—3007 Meridian Court, Anacortes WA 98221 Reference: Sykora Design House Plans/ Blueprints(Sheets Al—A20)for 3007 Meridian Court Anacortes WA 98221, Dated; March 27th, 2020 and attached. Dear Mr. and Mrs. Gesell The Meridian Ridge HOA Architecture Board reviewed and approves the reference house plan/ blueprints for 3007 Meridian Court,Anacortes WA.98221.The Board found that the house plans are in accordance with the Meridian Ridge CCRs. In addition,the blueprints were forwarded to all the Meridian Ridge lot owners,and all agree with the Architectural Board's approval. Please forward any questions regarding the above to Jim Seeb at(206)802-8148. Regards, Jim Seeb Meridian Ridge HOA Architecture Board Representative TOPOGRAPHIC SURVEY SUNSET AVENUE ___v_ r N. F� Al N. r .14 q� %, \ Kip �/f \I.:,.\�c4 f/ C1 ,0�^ 0 20 40 706 ei am \B C!!' 1i` \s.. P108684 N. N. N. J N. , NNN �o i / HIGH POINT c\1/4 .... SOUTH EDCC TOP OF REBAR 0. \ / /LANDSCAPING BOULDERS J� N. 7 \ / 4le S ee'oi'trE 131.86' G D3 OS \ 8 D? �� �p rysJb \ / / O `� Ito 9' 04 \h" ,oF.33' es es � \_� D2 \P PROPERTY DESCRIPTION SCIC L•1e.55' ..► O,7 :. " 80 7 AF NO 2011 B 02400E1 DEED O ® N \ R•5000' Nky1 RIM awn C RIM EI:BD 59' +I7.ETV` a O CATV ANA-91 0033.AS APPROVED FEBRUARLOT 6 OF ANACORTES SHORT PLAT �15, 1998, reo e� \ o AND RECORDED MARCH 5, 1996, IN VOLUME 12 \ , • \/ / eo `s \ OF SHORT PLATS, PACES 78 AND 79, UNDER \ ' '9 \ O al • �e a> AUDITORS FILE NO. 9603050070, RECORDS OF 6 o SKAGIT COUNTY, WASHINGTON; BEING A '�!.,'� ') �\ 4s ) : PORTION OF THE NORTHWEST 1/4 OF THE \ N. ,,�i G 18065 50.. FT. ; NORTHWEST 1/4 IN SECTION 27,TOWNSHIP 35 Tel, �_ ?r �6 es \ > r NORTH, RANGE 1 EAST, W.M. • i \ T�M �� w t T'+ •,v p n ELEV e6.47 o SITUATE IN THE CITY OF ANACORTES. COUNTY 4' L•33 D]• 11 �W �* P108683 u NNL ON STUMP ��p °' OF SKAGIT, STATE OF WASHINGTON. ,� O' R•530.OQ' ']j nae ssoc •BENCHMARK +9 I 82 O ELEV 88 iv TOP OF BRASS— 0 DICK IN MONUMENT CASE p NOTES NORTH- 651650 it 5'CONC. SIDEWALK -'+ m o EAST 11tU2204C WITH CURB80UTTFJ2 )e !0 9t THIS IS NOT A BOUNDARY SURVEY FOR BOUNDARY st.. > >> o INFORMATION REFER TO BOUNDARY SURVEY DOTTER LINE / )� 8 dJ 1.: CIS 72 )s p F CONDUCTED BY HOXCO SURVEY IN MARCH, 2019 THE UTILITIES SHOWN ON THE MAP ARE BASED ON 4 o O OBSERVABLE ABOVE-GROUND APPURTENANCES NO 'pJ. NearortrW vr.ev o ♦ f 'C FURTHER UTILITY INVESTIGATIONS WERE CONDUCTED \ �i� 4 OIA BOULDER o VERTICAL BOARD FENCE 2 BY THE SURVEYOR. (83 Gr�o $ � SURVEY V ON LOT UNE (APPROX.) U. THIS SURVEY DOES NOT PURPORT TO SHOW N. ?•Ie. AF 200410180224 0 EASEMENTS WHICH MAY AFFECT THE PROPERTY. N :- I-. VERTICAL DATUM. (NAV088) N. O • - HORIZONTAL DATUM: NAD83(2011) DI N. N. It BASIS OF ELEVATIONS ONO FROMN COORDINATES: GNSS WITH N. VSRN . : F- N. PROJECT BENCHMARK: BRASS DISK IN MONUMENT CASE IN CUL-DE-SAC, REFER TO MAP F N. P108682 ... ACCURACY THIS MAP COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS: NOT MORE THAN 10% OF THE N Q ELEVATIONS TESTED SHALL BE IN ERROR MORE THAN W ONE-HALF THE CONTOUR INTERVAL LFGFND -' ► w 1 1 .. I i •- • 1 ,•11 1 a�• i �, �_• • • • i i % : i 0< O " 1 , `� , ` _ _ • -• .- « ` I _ `� THIS SURVEY WAS CONDUCTED IN MARCH, 2019 • FOUND REBAR WITH CAP MARKED 7755C- I AF NO 9603050070 e Q FOUND REBAR WITH CAP MA/WM.7421r 0. OWNER Q FOUND CONCRETC MONUMENT IN cASt I 1 > GREGORY GESSELL Z 11427 40TH DRIVE SE —e--o— VERTICAL BOARD FENCE 1 EVERETT, WA 9820E 0 ELECTRICALTRANSFORMER Ll © ELECTRIC POWER STUB(CONDUIT) 1 m TELEPHONE PEDESTAL J ® SANITARY SEWER MANHOLE a CATCH DAS:N X . 1:13 WATER METER NW1/4, NW1/4, SECTION 27 T35N, R1 E, W.M., SKAGIT COUNTY, WA =,$0x ....., - TOPOGRAPHIC SURVEY 404� 0 A,.,;ti ' FOR Pr c ® HOXCO GREGORY GESELL SURVEY PLLC Date Job no. �o T7530 3919 Lakeway Drive 04-04-2019 19-005 cite LAI* Bellingham, Wa 98229 Scale Sheet 360-224-3806 www.HoxcoSurvey.com 1" = Y0' 1 of 1 Test Record for Hydrant: 509 drant ;;:, -, 1 Port 1 Port 2 st Date MOE Ports Used 1 Hydrant OE,09 0000 st Start Static Eig Flow Opening 4 114 0,,,,i NIA i--,/ v,-.11 st End Residual 42 Pitot Reading 131', 0 .-...,, ,...; l l st Duration PSI Drop 27 Coefficient 0.9 0.9 J [ ster Name Commi Fire Desired 20 GPM 1749 0 '-i'IMCMCCialtqfli - tal GPM 7:', Available Pressure at Desired Residual 2413 1 S J • i z _ L. r is # � - r . . i. ILE copy • , � ; fi • r _ • x .4 Y . F A � b COH-1 i • • • - . ....._§,-:.7-} --r • -47 c:*".e.d, kr.,___/.4. - - P- 'f.........i Liff— 6 S . 1:7„, 2= . .. _ .fie'} :` = e: _ � :;,, ' �C, gib .` b.t moro Y J n_. x t 4, tistok 13cY'sik<11‘12>--. t, - rti g>" jr_2)— . g � .�C 'R 6 stI,4'. , i f 9_ 5 ..,,,, . .7. �`,_',. ft . .i .., t n.,, 4,, A - ,. 4�< Gray- -O b Ix ,s car-cis, �ONSULTING ENGINEERS oSBO [IT F-Fil May 27, 2020 j ; MAY82O2O , r•ITY OF ANACORTES Mr. Steve Lange Project Manager City of Anacortes P.O. Box 547 Anacortes, Washington 98221 SUBJECT: STORMWA'1'ER PLAN REVIEW, 3007 MERIDIAN COURT CITY OF ANACORTES, SKAGIT COUNTY,WASHINGTON G&O#20411.15 Dear Mr. Lange: We received a submittal for the project on May 19, 2020. The project consists of a new home proposed for 3007 Meridian Court. This property proposes an increase of 6,200 square feet of impervious surface. The proposal includes collecting runoff from the lot and discharging it to an existing stub that would allow direct connection into the Meridian Court stormwater system. The Meridian Court Plat drains to an existing detention pond that was reportedly sized to contain runoff from 3007 Meridian Court. The submittal included: Stormwater Drainage Report It should be noted that we did not receive any site plans associated with this development. We offer the following specific comments to the developer regarding our review of the submitted information. STORMWATER DRAINAGE REPORT 1. The Stormwater Drainage Report refers to an existing detention pond for the Meridian Court Plat. From an aerial view, it appears that this detention pond does exist. We will defer to City staff to confirm whether this pond was appropriately sized to accommodate runoff from the subject property(i.e., at 3007 Meridian Court). For reference,the City's Stormwater Comprehensive Plan refers to surcharged conditions 3710 168th Street NE, Building B,Suite 210 Arlington,Washington 98223 (360)454-5490 Fax(360)454-5491 lk NglEn\FIFITI Mr. Steve Lange May 27,2020 I ,mAy 8 2020 Page 2 •1TY OF ANACORTE downstream of the plat. It is likely that the Meridian Court Plat installed detention for this reason. CIVIL ENGINEERING PLANS 2. A site plan showing connection of the roof and footing drains to the existing stub shall be provided. The plan shall also show the location of the existing catch basin in Meridian Court. Pipe sizes shall also be listed. 3. A TESC plan showing the locations of listed TESC BMPs shall he provided. Please contact me if you have any questions regarding these comments. Sincerely, GRAY & OSBORNE. INC. 4 , • Stacey A. Clear, P.E. SAC/hh Encl. 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Phone:(360)708-1865 Professional Engineer TimG@TimKGarrison.com Structural Analysis: New Home at 3007 Meridian Ct®, Anacortes, WA Client: Greg Gesell Job Number: T20019 Building Design: Jim Sykora Date: March 19, 2020 wAsk 1r FILE C Api (j? WACE ,� ttirfEW txv�►fr 3/g/zo avrow se, INDEX: Design Sketches SKl—SK4 Callouts and Tables CO1 —CO5 Standard Specifications B—H Calculations. Cl —C 17 Total No. of pages excluding cover sheet: 33 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). 1 . • • �f ' {- _ - - - — _ . . .. y Y• . • - -1. 1} `11 to m 1 1 ~ . , .•�J : . . . . . •.` . . : 1 } r 1 �i� ailS 1 1 ` ; -`. : , d S�Q��GR i;E ¢LQ�x ; . �uT 1 ���nation and Ret�l 4 .i` " ' ' 1.....: ;".... .. . . ,5aa5Q.ffi .: . . •4 . : - .ril Y : ' : . : . :GA�GEl7QORdUG4: J . _ ' • labs are 9�5 re OPA except as 1 . .:1 • • :,. - _. •.GARAGecoNGR�TF5LA8 �.. o ' ; :. :. • All s d etaining �nraNs a 1 : . " . .. : S . `t' , •. .• : 1 - All foundations an r 1 ' : :• ' = : 4 9 .' �' : ••: :. '• . : ;• . . . . . t}. .. 1 .1 . . _ - . . . . . , .a • _ , N� Tg gLAS —.330 SQ; � '_ }: : : noted t : . . ,. : 1.11...............1.1-11 1- I..; . ; . . • a .oc,oRe ,:11:'. :\it 1 }. E LOPSGARA&E FLO 1 . :':`t. .., . I '''V : . .- . . • '.. . . .. :- ... .. :. . : .• ,. ... . • • • - - .- • ,,. - :,:iiiii • 1 I '; 1 1' : &A � DQQR.eu6t<ovY . ,• . :.;:• ' t :•;. . ;•• • z '.1, - - ..-• - : I' 1 4 PIN 1\ - y 7' ry-k1f2 ,.8 r'• 1 ' �. �_ , . .• /. } ' 1 / {YGK:kP:F5;.?°°T i' , b YP. 11 4 8 t DEGK POg7 FOOTING }' : .: : . 1. . , } (-! • 11. }p-111J2" -'1 }r TYP.D-r2) 5.4. p 1 1 ' ''1 1 t l�'�pn' \ Y V -�^ _- ... .• 1'� r••�.�+rum•�'• .u..........�......_.^.q::=LL- . . , .. I _ .. _ ._ _iiii • — • • • • • • • • • • • • • 'r 'iTit; GKENED SLAB c .•�: o " ` rODTiN6 r:'�, : .• FOOTING 0 • TV�IGKENED SLA t l . selvtewT GONGRE?E 51.A ••_.. ? .• ., is 1 �~ • : / . • , TNIGKN�A SLAB ' , . , : , . I• .. • / • I • • " ' 1, . . • . FOOTING 10 I1 i 1 m 1 �t 1 • , . • 1 • GONGRETE PA7l0-45 sort 1 t. 1 _y si—sI • 1 1 . - . . . ..,".L. r 1'+ i0 - • 1 T ---' Li • : „ . • .}b'-Ve •• • - i gt GK PD�7 FOOTING - 1 - L . _%,,, . . • . . GOt`GRETE PATIO 25�`�^a P7' �TYP.OP 5) rY ' 1 . , r� �� If. L 1 1a 1 SK1 Lower Level Walls and Main Floor Framing • 1/8" = 1' • -All floor sheathing is 12FD,typ. . - Floor and deck joists are OPA,typ. i -Stair framing per Arch and code min. j - Deck decking is 13DD,typ. .,„-' -All exterior framed walls at this level are 1PW except as noted. - No interior shear walls or holdowns required. 60 ,A. Tots-lc tp.PA TAP LE1XiS , +8 fr:)14 -ili ' • 13 u, �V� t$. 1 6 P 1.� 438 � 09 7 i P 1_ A _I� /71 1[2\ F . 0 , % PA le VH 0 11. l'i ri>'--- - ___ _ 1-e b4.6.4 9 OP 378 ^A qE � Itiler �6 8 ��� g Z Al Gg 1 I�� l I11! \ p2.6 1 , lc-- 5-5 5 II i. 20.4 2-1�1 20 j u ' a- �. L 5.5 , 4 '-3II l AM \. 4b5 zPw FA LSCACR -pc? t 18 DA itfF i SK3 Upper Level Walls and Roof Framing ' 1/8" = 1' 5110\\\ 4‘- Roof diaphragm is 11RD,typ. -Trusses and layout are OPA,typ .2- 0,1ii1-All exterior walls at this level are 1PW. -'a`'- No interior shear walls or holdowns i required. __ I i 5 s 318 j �_ j j_ .111w' 1i u u M i J , , 0 y v, 9 , 3 3 FLV 20lk 7®P. 32 Ili a� - itLI , b ) _____ I , _ _,____ 1 ziA y \ 2oii -2 ,.- i1=',4' \ .-.1. \..,- Vi' .5 -) \ 1 7of 2oN i i t3 D—A.4 6i \A /14-1 1 ., 4 \1 : H \ t 60o Jr-- \``0 Typ. shear wall TOP /J� Typ. shear wall TOP \ Typ. shear wall \� connection - framing parallel \ D2 / connection - framing ,� ;��� -�-- �, ®i BOTTOM connection on or rim or con't blocking, NTS perpendicular. NTS �- --, --------- m floor f�TS pep �_ framed ed , .----n- ._ - , �.A T 2_ • r ' A;:1-?-7,7 ., At-a--/ 4 C,f o 1'. e,(2.. C.>> i ! +�/".ri t ` . It _ _.. . . li ;+' (.1'a j t �� 7," ,P/' t J i i` _ .) `'"`. ! . i G' a h{ 5-i46- Tiiikiru, t. } MC-ti- �, �.' .. r.. _. ._.' !.fir 'l• 4 7\ Y7 ^�y4: /tT • • • -�.bWe.. lflo NH. F-ArrtEtz mow �1 ---,I -, 4 rT w/^,.ti'- •li 9 �' `(.rT` ( ,.�'t • 7 I L;; :••E\.:I -C. fifer I t • �"T-P t �,4?/� 1. -:J t`7,y? •.:71—- \ . S r r fps :I r y f.---~:-�" : " - A -. . . • �� A3J �� mow. _ _ t `1 •-�rY r —1. R:7�rof•ft JF 1 5kcAZ_ �fZ �, �'7e; ' .2,.. .E5 1 J.{Att.-.7 at'. ! f Lf^;( !h;_ I< c ._• r j.�✓" -,�:.2 7 UL(_ , .. '�c :c:�%?--. t e-,>t': 5 t -t . ... . , . , cke.A2., 4„,A L L. ' /',17_,.! • . 1 I 1 'i, 1 ,, - - c ;-••, C.A. ; A�l �12. I /.0; .I- 14 617.- - 1..1 i /' a- 4 ,�,w ►• �,-•" _ w ALL oa.. I', )1..4.o II .I I ' • 1 1 t/ ' "�1 `�y .t� . ,r�l { II; I .f r JZ"` w4t...i. t- . ; FLAN 2. • . • • • • • • . ...�„ • • i r Structural Callouts©—Copyright ConstructionCalc, Inc (CCI) 0 PA Per Architect * Structural Item: This item and related connectors perg shall be architect/designer. 11 RD 1 Roof Diaphragm * Shear Capacity: Good for Eh=230 plf-seismic;Eh= 322 plf-wind. Max aspect ratio=3:1. • Framing: Trusses or rafters: 2x at 24"OC,max. * Framing Connection at Support: - Where connected to shear wall, per er shear wall callout-topof wall. • - Where trusses or rafters connect to beam,use H2.5,or A34 with screws,or similar,typ. - At ledger, connect per ledger callout. * Sheathing: 7/16"min.,OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) * Nailing: Use 8d at 6"edges, 12"field. * Blocking:Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing: With joists at 24"or 19.2"OC,use min.,24 oc rated, APA Sturd-I-Floor; either 3/4"species group 1, or 7/8"species group 4.May be OSB or plywood. Good for 130 psf,TL @ L/360 deft. * Sheathing: With joists at 16"OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick.May be OSB or plywood.Good for 245 psf TL @ L/360 deft. * Sheathing Layout:Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans,with the long dimension across supports. * Nailing: Glue,and connect with 8d ring shank nails or#9 screws,at 6"edges, 12"field. * Blocking: not required except at supports (beams) and connections to shear walls below. 13 DD Deck Diaphragm * Decking: Use wood or composite decking per Arch.,min. actual dims: 3/4"x 3.5". * Decking Attachment: Use decking screws,length to ensure 2"min., embedment into framing below. - Use 2 screws per deck board per framing member.At decking splices,center splice over framing menber and use 2 screws per spliced end. * Blocking: not required except at support beams. 77 M Mullion * Use 2,2x6 studs,continuous bottom plate to top plate. - Header(s)may hang on this with HUC,HUCQ or similar. 95 S Slab * Subgrade: Use structural fill or native material,compacted to 95%relative compaction. It is strongly recommended that all structural fill be checked by a geotechnical consultant. * Underslab Insulation: May use XPS or EPS rigid foam with min.,25 psi compressive strength under slab.If used,provide and install per insulation manufacturer's recommendations. * Slab Thickness: Use 4"min. * Reinforcement: Use any of the following: - Min.,#3.rebar at 24"OC,each way,centered in slab. - Welded wire fabric,min.,W2.9, 6"x6" (6 Ga.),centered in slab. Splices overlap 8"min. - Fibermesh per manufacturer's recommendation. - Helix micro rebar,min.,5 lbs.per cubic yard. * Control Joints: Maximum recommended spacing=8'OC,each way.This is a non-structural item and may be changed or omitted by Owner or architectural designer. * Vapor Barrier: Suggest a min.,6 mil.,plastic vapor barrier under interior slabs.This is a non-structural item and may be changed or omitted by Owner or architectural designer. • Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) , Typical Shear Wall Callout Symbol This symbol indicates a dedicated shear wall or;panel, the type per callout below. • 'Walls without this symbol are not dedicated shear walls - use code-standard, construction. 1 PW /4"----------- ! Min. length oft shear panel, ft. 1 3.4 , i If "W", constrµct entire Wall per this callout, with minimum individual panel lengths indicated on plan. I If "NS", means Not a Shear Wall. Build per code minimum. Sill Top of , , anchor wall to max Capa- Stud Nail Edge Sill Block- parallel ; Top of ' spc'g I . city, Nails Stud Stud 1 mat'l / Field ' Top plate & ing at , framing 1 wall to min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top j plate studs unsup- or rim perpen- ; Bottom Mud sill � embed- Call- ' seis, in Sides of screws, max., max., size, i std st'l Stud Plate, slice w/ edge ported or rim dicular plate to anchor to ment, g� splice, g out Eh, pif min. ' 'wall size ft. in. i min. specs) spac'g, in. min. min. nail'g edges blk'g framing t framing concrete in. 6/6@24 Con't 10 24 2x4 Sawn 6/12@16 i sheathing Con't - ; Con't +blkg or sheathing 5/8" j-bolt 7/16" eithersheathing H2.5 or or 16d @ or 5/8" 16 16 2x6 Sawn 6/12@16 48" la Titen HD, 1PW , 168/ ' OSB or side 8d p . or A34 SDWC- 6 or 2- 2x4 w/ 8- ' 2x NA w/ 3" 72/4 120 plywo- apply or LTP4 15600, 4.5 SDS wshr. Or od directly 19 12 2x6 Sawn 6/12@12 16d at 36" @ 24" @ 12. . max. See ! max. See See , MASA or to studs 1 MASAP 22 12 1.75x5.5 LVL 6/12@12 ; (Di) D2 (D3) Sim., or 4/12@16 , @ 2PW 490/ (same) .(same) ! (same) (same) II 3" , 16 (same) ! (same) (same) (same) (same) 2x ; (same) (same) 16d or SDS (same) 36/4 350 or @ 9,, , o . w • Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in"L"configuration Default Trimmer, use 1, 2x stud or Sim soh LUC hanger, each end. Default.King Stud, opening 6-feet wide and less use 1,full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2,full height studs each end (plate to plate.) Trimmer, each end King Stud, each Callout Min, use Alt 1 nnin . use Alt 2 min., use (if blank use default end (if blank use above.) default above.) 20H 2x6, "L"config 4x6 . 21 H 2x10, "L" config 2-2x8 4x8 22H . 4x12 6x10 23H 5.5x12 glulam 3 Beams . Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid-post connection: LPCZ, PCZ, CCQ, or similar. • Default beam to beam connection: HU, HUC, HUCQ or similar. •Connector (if blank Callout Min.., use Alt 1 min.,use Alt 2 min., use Notes use default, above) 30B 4x10 6x8 31B 4x8 6x6 32B 4x6 34B 6x12 5.5x7.5 glulam 35B 1.75x11.8 LVL 36B 4x8 • 37B 5.5x12 glulam 6.7x10.5 glulam HUCQ to 38E 38B 5.5x12 glulam 39B 5.5x12 glulam 6.7x10.5 glulam 40B 5.5x10.5 PT glulam 3.5x12 PT glulam 41B 5.5x9 PT glulam 3.5x10.5 PT glulam 42B 4x10 PT 43B 4x8 PT Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8" all-thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 70P 2-2x4 4x4 71P 3- 2x4 2- 2x6 4x6 72P 3-2x6 6x6 4-2x4 73P. 4x6 PT • 74P 4x4 PT 75P 6x6 PT 0 • • • Standard Structural Specifications© — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN — APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. The calculations included herein are only those required to ensure compliance with code. We do not intend to compute every structural element nor every load combination. Much of our analysis is "BI" (By Inspection.) ABBREVIATIONS: A: Area IEBC: International Existing Building REF: Reference, not actual AC: Asphalt Concrete Code REQ or Reqd: Required B1: By Inspection IRC: International Residential Code ROW: Right Of Way BRNG: Bearing (wall usually) K: Kip (1,000 lbs.) Rt: Right E: Elastic modulus or Electrical KS1: Kips per Square Inch S: Section modulus (E): Existing LVL: Laminated Veneer Lumber SC: See Callout CCI: ConstructionCalc, Inc. LSL: Laminated Strand Lumber SD: Storm Drain CIP: Cast in place concrete Lt: Left SIP: Structural Insulated Panel CMU: Concrete Masonry Unit NA: Not Applicable SK: Sketch CO: Callout or Cleanout NB: Not Bearing SOG: Slab On Grade Conc: Concrete NIC: Not Included SPF: Spruce Pine Fir Cont: Continuous OC: On Center spacing • SS: Sanitary Sewer DF: Douglas Fir OSB: Oriented Strand Board STAO: Shear Transfer Around Opening HF: Hem Fir PCF: Pounds per cubic foot SP: SIPs shear wall HVAC: Heating, Ventilation, and Air PLF: Pounds per Lineal Foot TYP: Typical Conditioning Ply: Plywood UNO: Unless Otherwise specified GW: Gypsum shear wall PSL: Parallel Strand Lumber elsewhere Gyp: Gypsum wall board PSF: Pounds per Square Foot • V or v: Shear(lbs)or unit shear (plt) . GLB: Glulam Beam PSI: Pounds per Square Inch respectively L: Moment of Inertia PT: Pressure Treated with preservative W: Wall, full length IBC: International Building Code PW: Plywood or OSB shear wall WWF: Welded Wire Fabric ICF: Insulated Concrete Form . . RC: Relative Compaction • LIMITED SCOPE OF CONSULTANT'S WORK: • Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business as ConstructionCalc, Inc., hereafter indicated as "CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design / analysis: 0 Roof live: 20 psf. 0 Exterior wall dead: 10 psf 0 Roof+ ceiling dead: 15 psf 0 Interior wall dead: 7 psf 0 Roof snow: 25 psf 0 Seismic Factors: Ss= 1.157, S l= 0.411 0 Floor live: 40 psf 0 Seismic Des Category: "D" 0 Floor dead: 15 psf . 0 Wind Exposure 'C', 3-sec gust: 120 mph. O Stairs and exits, residential, live:40 psf 0 Assumed allowable soil bearing pressure: 0 Deck live: 60 psf 2,000 psf. 0 Deck dead: 10 psf. G SINGLE PROJECT: The calculations, drawings,notes, specifications, and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid,are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL[SAFETY: Only competent personnel.familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General.Provide adequate temporary support to all walls,roofs,beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geoteclmical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks,lumps, and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures (distribution boxes,utility boxes,catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock: Where footings bear on rock, clean the rock free of loose rock, dirt,moss, debris, or other deleterious substances.Pressure wash as necessary.Use bonding agent prior to pouring concrete on rock. Where rock is sloped less than 4:1 (14-degrees),no dowels into rock are necessary. Where rock is sloped 4:1 (14-degrees) or greater(up to 45-degrees max),use#4 x 18" long dowels rotohammered min.,.8" into solid rock.Rotohammered holes to be '/z"diameter,perpendicular to face of rock.No epoxy is necessary.Dowels to be located as follows: O For continuous footings,use dowel within 6"of ends,corners,and intersections and at 36"OC max spacing. Dowels to be centered on stemwall. O For pad footings larger than 12" square or round, use three dowels spaced 8"apart, centered on footing. If dowel is too long to fit in footing,bend as necessary to provide 2"cover at top and/or side(s). O For pad footings equal or smaller than 12" square or round, use two dowels spaced 6"apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2"cover at top and/or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others) are recommended for all interior slabs. Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to fmished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise specified. . STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar)for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy=40 ksi) or better,unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy=60 ksi)unless otherwise specified in the Plans.. Splicing,Bending..All reinforcing shall be spliced, detailed,bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2"all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.-Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer,radar, or similar). Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers maybe slotted,with plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans. These anchors maybe used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the.Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber,not including beams,posts, and columns, shall be Spruce Pine Fir,Hem Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown. All sawn wood shall have moisture content less than 25%. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior walls.)Use balloon framing at stairwells,openings in floor diaphragms, etc. Stud size,material, and maximum length between diaphragms is shown in shear wall table. Beams and Posts. All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams,PSLs,LVLs, etc. shall be per.Prefabricated Wood Products section below. Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50%more nails are used.For example if 8, 16d are called out, F the number of similar length.131 diameter nail gun nails required is 8*1.5= 12. As another example if 16d nails are called out at 4"spacing,the spacing of similar length,narrower nail gun nails shall be 4/1.5 =2.7". Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out; or labled"NS"are not intended as shear walls and shall be built per minimum code. • Sheathing. "PW"walls, use plywood or OSB,minimum thickness and nailing as indicated in Shear.Wall Table, oriented either direction. "GW"walls are drywall shear walls,use per.Shear Wall Table. Sheathing Joints.Use blocking behind joints if indicated in the Shear Wall Table. With"PW" and"GW" walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4"OC, staggered. Beams, Columns.Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4"spacing. Glue, Epoxy. Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. • Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header. Use minimum size as called out on Plans.All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. • Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them.Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. * Opening 6.1' wide to 9' wide—use min., two king studs each end of header. * Opening 9.1' wide to 16' wide, use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut, omitted, or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS 18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside, or outside of wall. Anchor Bolts. • Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x .229"steel • washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set- see specifications in previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set,or 1/2" Titen HD with 4" min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16" OC,unless otherwise shown . Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather.Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails,bolts, framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max.in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column, or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of boltand all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges, webs, etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in • threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be • galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails. These are provided in 1-1/2" and 2-1/2" lengths. Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WO I'D PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofmg members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes,forces,installation procedures,blocking,bracing, etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL (Laminated Strand Lumber).Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress.Members indicated as 1.3E shall have min., 1.3E modulus of elasticity and 1,700 psi min. allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF.Any that span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade. Pressure Treated(PT) glulams shall be not less than 10%weaker than the above in bending, shear, and modulus of elasticity,using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. Gl Turn K. Garrison, P.E. 2316A WAWAn9 Anacortes, 98221221 Consulting Engineer Phone: (360)708 1865 TimG@TimKGarrison.com 2.4 25 i z& �� 2aN — t -- f l i Structural Strategy 7_,G_ 1 J Z Lateral: Decks and porch Z t ( 2 3 I roofs, use —4— u diaphragms to 1 i ' horizontal cantilever — , — I I ,___ ��` u_ d .-2C lateral loads back to ,, -- building.Posts may ` -71-11 be pin-pin-okay. L_ L J Type 1PW shear walls L =J have low unit shear [ A, -Tr n r. force thus no -� holdowns required III by inspection. Where plate to plate r� y _ � �— 2.0 height of shear panel U >3.5:1,use shear transfer around opening(STAO) and E height of opening for _ . l aspect ratio calc. Use continuous king studs ,q at sides of opening and no joints in sheathing within 2' of opening corners to achieve STAO. 1 Z 3 --- l IL' _---s �_ 1IL__. L _ l l _ _ L 1r Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project New home for Gesell Job No t20019 Date 3/17/20 Location 3007 Meridian Court, Anacortes, WA USGS 0.2 Second Response Ss = 1 .157 % of gravity USGS 1.0 Second Response Si = 0.411 % of gravity No. of stories above ground lev. lie Stories Site Class Stiff Soo Profile, D+r p.; V Risk Factor coni 12 lnd,st:iaf,.ftes dential .Med Hatard. II V Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing'aali v eod or;ght steel shear„all • .2 sec response, Ss = 1.157 Ss use for Cs = 1.157 Is structure regular and 5 stories or less? yes V Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.411 Site coef, Fa = 1 .037 Redundancy factor, p= 1 Site coef, Fv = 1.589 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, kin = 19 ft 0 - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.200 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.653 Max. Allowable Story Drift • 0.015 hsx or L / 67 Design spectral parameter, Sps = 0.800 0 - Str factor, 00 3.00 Design spectral parameter, Si0 = 0.435 Seismic Base Shear, V 0.123 * W I Building period coef, CTs = 0.020 Horizontal Seismic Load Effect, Eh 0.123 * W Approx fundamental period, Ta = 0.182 Vertical Seismic Load Effect, Ev .0.160 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.283D & -0.037D Building period, use, T = 0.255 LRFD Comb 5 1.36D + Eh + .5L + .2S Csmax = 0.368 LRFD Comb 7 0.74D + Eh Csmin = 0.010 ASD Comb 5 1.112D + .7Eh Seis response coef, Cs = 0.123 ASD Comb 6b 1.08D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.16D ASD Comb 8 0.488D + .7Eh Max diaphragm force, Fpx max = 0.32D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project New home for Gesell Job No t20019 Date • 3/17/20 Building Wind Exposure Exp C Where exp.8 and D don't apply, • Enclosure Classification [noised Budding(Typical) V 3-Sec Gust, Basic 120 mph V ASCE7-10 maps, Fig 26.5, p247 ASD,Basic Combos.Stress increases allowed for wood o'ify. V Method Load Comb Factor 0.6 Roof Pitch 1, max. 6.00 /12 Slope 1 0 - 26.6 deg Roof Pitch 2, max. 6.00 /12 Slope 2 0 = 26.6 deg Hill Shape fopograph:c Factor Not App::cab!e L/B 1.557 • Building Width Perp. To Ridge B = 58 ft . h/L 0.16 Building Length Parallel To Ridge L = 91 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) h;n = 15.0 ft 3-Second Gust Power Law Exponent a = 9.5 Eave Height (ft) heave = 13.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.849 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind - 1605.3.2 0) = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 26.60 psf Windward Wall Pressures Internal Pressure Intermed. Windward Internal Pressure Elev K Value q, Wall 0-15 feet 0.849 15.96 psf 10.85 psf +/- 4.79 psf 15-20 feet 0.902 16.96 psf 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf -5.24 psf -.9.50 psf 50-60 feet 1.137 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1.174 22.07 psf 15.01 psf Roof Pressures - 70-80 feet 1 .208 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -12.21 psf Transverse (Perp. To Ridge) h/2 to h -12.21 psf h to 2h -12.21 psf Leeward Wall Side Walls > 2h -12.21 psf -6.78 psf -9.50 psf • (Outward) (Outward) Horiz prof 13.34 psf Slope 1 - psf 20.1 • 6.00 /12 1.9.:....,.. -2.75 psf -8.14 psf 4.02 psf 12.56 psf • • 19.3 psf 12.08 plf +/- 4.79 psf 18.9 psf +/- 4.79 psf 11 .53 psf o +/- 4.79 psf -6.78 psf • 18.3 psf i - = +/- 4.79 psf . # 10.85 psf ,...,.gyp,. 0.4 17.6 psf O. • 58.00 ft . . S) ;. Roof 1 slope: 6:12 0.46 rads 26.57 deg Roof 2 slope: 6:12 0.46 rads 26.57 deg Press, slope 1, roof, horiz proj: 5.4 psf Press, slope 2, roof, horiz proj: 5.4 psf • ConstructionCalc, Inc �* Lateral Load Calculator Job No.: t20019 . Job Name: Gesell By: tkg Architect/Designer: Sykora Date: 3/17/2020 Building: house+gar • R basic 6.5 rho basic 1.0 . SEISMIC LOAD CALCULATOR .Seismic Factor: 0.123 (Basic.Ma Roof Snow 25 psf Fir Storage LL_ Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up a-w 1,2,3 E • Dim 1 3506.00 N Dim 2 1.00 co Trib Area 3919.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o Dead weight, psf.I 15.0 1 15.0 1 15.0 '• 15.0 [ 15.0 1 15.0 1 15.0 I 15.0 Seismic factor.; 0.123 ; 0.123 ! 0.123 ; 0.123 ; 0.123 ; 0.123 ; 0.123 ; 0.123 Calc'd seis load 7232.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 296.00 104.00 • • Dim 2 4.00 9.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1184.0 0.0 936.0 0.0- 0.0 0.0 0.0 0.0 w Dead weight,psf.; 10.0 I 10.0 ; 10.0 I 10.0 ; 10.0 ; 10.0 10.0 1 10.0 Seismic factor.; 0.123 1 0.123 I 0.123 I 0.123 ; 0.123 1 0.123 I 0.123 i 0.123 Calc'd seis load 1456.3 0.0 1151.3 d.0 0.0 0.0 0.0 0.0 Dim 1 36.00 Dim 2 28.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 1008.0 0.0 0.0 0.0 0.0 0.0 Dead weight, psf.; 15.0 1 15.0 1 15.0 [ 15.0 [ 15.0 1 15.0 1 15.0 [ 15.0 Seismic factor.; 0.123 , 0.123 I 0.123 0.123 I 0.123 , 0.123 , 0.123 0.123 J • Calc'd seis load 0.0 0.0 1859.8 0.0 0.0 0.0 0.0 0.0 Other GLs _ 8688.4 2606.5 5617.6 Seismic Applied V 8688.4 8688.4 5617.6 5617.6 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR • Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up e-w 1,2,3 E 0 0 0 0 Dim 1 88.00 50.00 . c\I Dim 2 5.00 5.00 cm Mul factor 1.00 - 1.00 1.00 1.00 _ 1.00 1.00 1.00 1.00 o Trib Area 440.0 250.0 0.0 0.0 0.0 0.0 0.0 0.0 cc Wind psf load! 8.0 I 8.0 I 8.0 I 8.0 L 8.0 , 8.0 I 8.0 I 8.0 i Calc'd wind load 3520.0 2000.0 0.0 0.0 0.0 0.0 0.0 0.0- Dim 1 91.00 16.00 to Dim 2 4.00 4.00 Mul factor 1.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 364.0 32.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 18.9 ; 18.9 ; 18.9 ; 18.9 ; 18.9 ; 18.9 ; 18.9 I 18.9 Calc'd wind load 6879.6 604.8 0.0 0.0 0.0 _ 0.0 0.0 0.0 . Dim 1 59.00 38.00 16.00 En Dim 2 4.00 9.00 9.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 0.0 236.0 342.0 144.0 0.0 0.0 0.0 0.0 w Wind psf load; 17.6 , 17.6 , 17.6 , 17.6 , 17.6 , 17.6 , 17.6 I 17.6 ; Calc'd wind load 0.0 4153.6 6019.2 2534.4 0.0 0.0 0.0 0.0 Other GLs 3119.9 2027.5 Wind Applied V 10399.6 6758.4 9139.1 4561.9 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: • up n-s up e-w 1,2,3 E 0 0 0 0 Controlling V 10,400 lb 8,688 lb 9,139 lb 5,618 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind seismic wind . seismic - - - ConstructionCalc, Inc 27, Description: up n-s Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored "i 0 '..00 Building: house + gar R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wi'�: Total V, factored 6,240 lb • Adjst'd multiplier - - Grids 21, 22 23-25 26, 27 Percentage V 30% 30% 40% 0% Leftover V / grid 1,872 lb 1 ,872 lb 2,496 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,240 lb Sum check OK Min. Grid PnI 1 Pnl 2 PnI 3 Pnl 4 Pnl 5 . Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 8.0 If 6.0 If 7.5 If 3.5 If 3.5 If 28.5 If 66 plf 1 Pis`! 7.5 If 8.5 If 4.5 If 20.5 If 91 plf 1 PW 4.0 If 13.4 If 16.5 If 33.9 If 74 plf 1 PW Description: up e-w Seismic Adjustments per Grid Total V, unfactored 8,388 R adjust Grid Rho adj Grid Wind or Seis control? (w or e) • S3iSr-is • Total V, factored 6,082 lb Adjst'd multiplier . - - Grids 2a, 2b 2c 2d Percentage V 35% 35% 30% 0% Leftover V / grid 2,129 lb 2,129 lb 1,825 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,082 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 46.0 If 5.0 If 5.0 If 56.0 If 38 plf IPW 5.0 If 5.0 If 9.0 If 7.3 If 3.0 If 29.3 If 73 plf 1 PW 3.0 If 3.0 If 12.3 If 18.3 If 100 plf. IPW Description: 1,2,3 Seismic Adjustments per Grid Total V, unfactored -139 I'D R adjust Grid Rho adj Grid Wind or Seis control? (w or e) ,,wind Total V, factored 5,483 lb Adjst'd multiplier - - Grids 1,2,3 Percentage V 100% 0% Leftover V / grid 5,483 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,483 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 14.0 If 8.0 If 3.5 If 3.5 If 7.5 If 7.5 If 44.0 If 125 plf IPW Description: E Seismic Adjustments per Grid Total V, unfactored ,,,o 6';8 1') R adjust Grid Rho adj Grid ., - Wind or Seis control? (w or e) seismic �� Total V, factored 3,932 lb Adjst'd multiplier -• - Grids e Percentage V 100% 0% Leftover V / grid 3,932 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,932 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 5.5 If 5.3 If 5.5 If 5.0 If . 7.0 If 28.3 If 139 plf 2PW Uplift Calculator Panel I.D. 5 Unit lateral load, factored, Eh, plf 139 plf ` UpiiftRange Panel horiz. length, ft. 5.3 ft Panel ht. (mom-arm), ft. 7.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 1,030 lb Dead point load at Rt. end, lbs. 1,000 lb No. AB's to help keep Lt. end down 2.0 ea. _ No. AB's to help keep Rt. end down 2.0 ea. Dead weight UDL, plf 515 plf Uplift Lt. end, ASD comb 7, 8 -1,464 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 -1,446 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ProBeam Tim Garrison, P.E. • =-�': i S °RUCTION= ;4 _C v ;r"�' .r'?7'�_r�.Tor�_n1 6 cr: .f .0 . Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h — Other Info. 3/18/20 • . 1 3 4 5 6 Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.50 ft 6.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 • 360 = 0.22 in Total, L/ 240 = 0.33 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.50 ft • Add Self Weight? Yes-Self weight will be added to applied DL V' Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No " Increase Roof DL for pitch? Yes " Roof Pitch I 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 10.00 ft - 154.6 lb/ft 250.0 lb/ft . Uniform Ld. 2 40 psf 15 psf • - - Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf • - - Tot Unif Load - 154.6 lb/ft 250.0 lb/ft Loads - Point loads are 1/10 scale 600 400 200 0 -200 1 2 3 4 5 6 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 . Load Duration Snow: 1.15 . % Overdesign 2 x 12 (4)2 x 5 Moisture Medium Dry- 18% . Douglas Fir-Larch v Repetitive Use? No . Pos Bending 26.2% (2)2 x 8 3 x 8 Press Treated? No, Not P.T. . No.2 . Flat Use? No . Neg Bending NA (3)2 x 6 4 x 8 Temp Cond. 100 deg F&less . Fb Pos 1,034 psi Fv 207 psi Shear 75.2% Fb Neg 1,034 psi Fcp 625 psi Span(s) Defl'n 463.5% • Allow Pos Mom 2,726 ft-lb 1177.98 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -2,726 ft-lb E 1,600 ksi Calc'd member OK by: 26.2% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,329 lb 1,329 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 517 lb 517 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.325 in 0.325 in 0.325 in Max Dn Defl - -0.058 in - - - Allowed 0.325 in 0.325 in 0.325 in ProBeam v7 WC 5-23-19 . G7 ProBeaiin - rim Garrison, P.E. .•:‘::;,ti ''is RUCTION`-`::Af_L.. - %:1 c ,::1,_ .-_G ri- v_;is .a. v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job . 1.20010 Spans and Supports(Note, pitch and fixity, if any.not shown) Member I.D. 22h Other Info. 3/18/20 . I 2 1 . d g n 7 g • • • Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 • Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8,00 ft • Allowable Deflection, Main Spans . Live Only, L/ Extra Stiff: L/600&L/480 V 600 = 0.16 in Total, L/ 480 = 0.20 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: . 0.0 :12 Mem True Len: 8.00 ft • Add Self Weight? Yes- Self weight will be added to applied DL V • • Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes w Increase Roof DL for pitch? Yes ® Roof Pitch i 3.0 :12 i • Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 14.00 ft - 248.9 lb/ft 402.5 lb/ft Uniform Ld 2 40 psf 15 psf - - Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf - Tot Unif Load - 248.9 lb/ft 402.5 lb/ft Loads • Point loads are 1/10 scale 800 600 400 • . 200 0 ,. • -200 i 1 2 3 4 5 f • 7 8 9 4x And Smaller (Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 4 x 12 ® , Load Duration .Snow: 1.15 V . % Overdesign • - - (4) 2 x 10 Moisture Medium Dry- 18% V_ Douglas Fir-Larch v ' Repetitive Use? No V Pos Bending 31.7% (2) 2 x 12 3 x 14 Press Treated? No, Not P.T. V . No. 2 Flat Use? No - Neg Bending NA (3) 2 x 10 .4 x 12 Temp Cond. too deg F&less w Fb Pos 1,138 psi Fv 207 psi - Shear 104.4% Fb Neg 1,138 psi Fcp 625 psi Span(s) Defl'n 117.0% Allow Pos Mom 7,003 ft-lb 1415.28 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -7,003 ft-lb E 1,600 ksi Calc'd member OK by: 31.7% Allow Shear 5.434 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 12 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 . Solutions Using Self Weight of Sawn 6 x 10, 13 plf 6 x 10 v Load Duration Snow: 1.15 - % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 18% w Douglas Fir- Larch 'v Repetitive Use? No ® Pos Bending 23.7% 8 x 10 14 x 14 Press Treated? No, Not P.T. w WCLIB- No. 2 ♦ Flat Use?. No • Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less w Fb Pos 1,006 psi Fv 196 psi Shear 149.5% Fb Neg 1,006 psi Fcp 600 psi Span(s) Defl'n 54.0% Allow Pos Mom 6.576 ft-lb • 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Morn -6,576 ft-lb E 1,300 ksi Calc'd member OK by: 23.7% • Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,658 lb 2,658 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,048 lb 1,048 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.130 in - -. - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 5-23-19 • ' ProBeam Tim Garrison, P.E. `<' ,0)1iS, 1?UC)ON s AL C ` `:'„?..,t.. y:W.1.71- ;s: afft;cir t'i:a UT:';.! v6.0 ; Important: Notches and connectors.not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity.if any,not shown) - Member I.D. 22h case 2 - Other Info. 3/19/20 I . • 1 2 3 4 6 6 7, 8 • Type? Simple span, fully braced w Left Cantilever -Span 1 Span 2 • Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft • . Allowable Deflection, Main Spans Live Only, L/ Extra Stiff: L/600&L/980 • 600 = 0.16 in • Total, L/ 480 = 0.20 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft - Add Self Weight? Yes-Self weight will be added to applied DL - Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w__ ' •Increase Roof DL for pitch? Yes •_ Roof Pitch r 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - . Uniform Ld. 2 40 psf 15 psf 4.00 ft 160.0 lb/ft 60.0 lb/ft Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf 3.50 ft 210.0 lb/ft 35.0 lb/ft Uniform Ld. 5 10 psf - - - Tot Unif Load 370.0 lb/ft 95.0 lb/ft - • Loads . Point loads are 1/10 scale 600 400 . 200 0 --- -200 1 2 3 4 5 6 7 8 9 4x And Smaller (Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 6 x 10, 13 plf '4 x 12_ w i Load Duration Live:_ 1.00 ® ! % Overdesign - (4) 2 x 8 Moisture Medium Dry- 18%0 a Douglas Fir-Larch _i Repetitive Use? No - 1 Pos Bending 59.3% (2) 2 x 12 3 x 12 Press Treated? No, Not P.T-__- No. 2 --_ Flat Use? No I Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. _100_deg F&less w I Fb Pos 990 psi Fv 180 psi Shear 147.1% Fb Neg 990 psi Fcp 625 psi Span(s) Defl'n 201.7% Allow Pos Mom 6,090 ft-lb 1415.28 in^4 Cantilever(s) Defl'n NA ' Allow Neg Mom -6,090 ft-lb E 1,600 ksi Calc'd member OK by: 59.3% Allow Shear 4,725 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf Cond's Of Use: Load Duration:1.0-Live For 4 x 12 1.50 in 1.50 in - • - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 _ _ _ Solutions Using Self Weight of Sawn 6 x 10, 13 plf 6 x 10 _ w_ Load Duration Live: 1.00 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 180/0V Douglas Fir-Larch w Repetitive Use? No ® ' Pos Bending 49.5% 8 x 8 14 x 14 Press Treated? No, Not P.T. V WCLIB- No. 2 - Flat Use? No v Neg Bending NA • 10 x 10 16 x 16 Temp Cond. 100 deg F&less _....v Fb Pos 875 psi Fv 170 psi Shear 201.6% Fb Neg 875 psi Fcp 600 psi. Span(s) Defl'n 114.1% Allow Pos Mom 5,719 ft-lb 1362.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -5,719 ft-lb E 1,300 ksi Calc'd member OK by: 49.5% Allow Shear 5,766 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf _ Cond's Of Use: Load Duration:1.0-Live For 6 x 10 1.50 in . 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,912 lb 1,912 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 432 lb 432 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr - Max Up Defl - 0.000 in - - - - • Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.093 in - - - Allowed 0.200 in 0.200 in 0.200 in . ProBeam v7 WC 5-23-19 C`. • ProBeam Tim Garrison; P.E. • ` i '; " 'i • v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by.a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity,if any,not shown) . Member I.D. 23h • Other Info. 3/18/20 2 4 6 8 10 12 14 16 18 2/0 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 • w • 360 = 0.60 in Total, L/ 240. = 0.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No + Increase Roof DL for pitch? Yes • Roof Pitch i 3.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 13.00 ft - 201.0 lb/ft 325.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load 201.0 lb/ft . 325.0 lb/ft • • Loads Point loads are 1/10 scale 600 - 400 • 200 0 -200 2 4 6 8 10 12 14 16 18 20 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12, 16.9 plf Misc manufacturers V Load Duration % Overdesign 2.5 x 16.5 5.125 x 13.5 8.75 x 10.5 Moisture Medium Dry-18% V 5.5 x 12 V Snow: 1.15 V Pos Bending 38.1% 3.125 x 15 . 5.5 x 12 Press Treated? No,Not P.T. V 24F-V4,DF/DF . v Neg Bending NA 3.5 x 15 6.75 x 12 Temp Cond. 100 deg F&less V Fb Pos 2,760 psi Fv 305 psi Shear 174.4% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 0.1% Allow Pos Mom 30,356 ft-lb 1792.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -23,400 ft-lb E 1,800 ksi Calc'd member OK by: 0.1% Allow Shear 13,409 lb El 1,425,600 ksi Controlling criteria is: Defl - Span I. Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf Cond's Of Use: Load Duration:1.15-Snow For.5.5 x 12 1.50 in 1.50 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,886 lb 4,886 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 1,961 lb 1,961 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case. Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.899 in - - - Allowed 0.900 in 0.900 in 0.900 in • ProBeam v7 WC 5-23-19 • • ProBeam Tim Garrison, P.E. , :::: ¢ .5;:RUC TION .-.,ALA. k`_�`r- :>"-(.`.1 V Xfaiiii,V`r3s'..x';i,:�3' v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity. if any,not shown) Member I.D. 30b Other Info. 3/18/20 • � 2 4 6 S ro 12 14 16 • • Type? Simple span, fully braced ® • Left Cantilever Span 1 Span 2 - Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.50 ft 13.50 ft • Allowable Deflection, Main Spans • . Live Only, L/ Code Minimum - Normal: L/360&L/2-10 V • 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.50 ft • Add Self Weight? Yes -Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ®_ Increase Roof DL for pitch? Yes 7 Roof Pitch ` 3.0 :12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 4.00 ft - 61.8 lb/ft 100.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 50 psf 15 psf • - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf - - • . Tot Unif Load - 61.8 lb/ft 100.0 lb/ft • Loads Point loads are 1/10 scale 200 150 100 . 50 0 -.- - .. -50 G 2 4 6 8 1-0 12 � 14 16 4x And Smaller (Lumber) Calc'd Member • Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 4 x 8 v , Load Duration Snow: 1.15 • : % Overdesign - (4) 2 x 8 • Moisture Medium Dry- 18% V Douglas Fir-Larch v Repetitive Use?. No - . Pos Bending -11.6% (2) 2 x 10 3 x 12 Press Treated? No, Not P.T. V . No. 2 - . _v • Flat Use? No - Neg Bending NA (3) 2 x 8 4 x 10 Temp Cond. 100 deg F&less - Fb Pos 1,345 psi Fv 207 psi Shear 208.2% Fb Neg 1,345 psi Fcp 625 psi Span(s) Defl'n -4.8% . Allow Pos Mom 3,437 ft-lb 1111.15 in^4 . Cantilever(s) Defl'n NA Allow Neg Mom -3,437 ft-lb E 1,600 ksi Calc'd member FAILS by: -11.6% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 8 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 6 x 8 e Load Duration Snow: 1.15 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 18% V Douglas Fir-Larch v Repetitive Use? No v Pos Bending -3.5% 8 x 8 14 x 14 Press Treated? No, Not P.T. V WCL1B-No. 2 i Flat Use? No V Neg Bending NA 10 x 10 16 x 16 Temp Cond. 10o deg F&less • Fb Pos 862 psi Fv 196 psi Shear 373.2% Fb Neg 862 psi Fcp 600 psi Span(s) Defl'n 34.9% . Allow Pos Mom 3,706 ft-lb 1193.36 in04 Cantilever(s) Defl'n NA Allow Neg Mom -3,706 ft-lb E 1,300 ksi Calc'd member FAILS by: -3.5% Allow Shear 5,376 lb El 251,367 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.55 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 8 1.50 in 1.50 in - - - Reactions . Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,136 lb 1,136 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 461 lb 461 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 • Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in ' Max Dn Defl - -0.707 in - - - Allowed 0.675 in 0.675 in 0.675 in • ProBeam v7 WC 5-23-19 • C., I, • �.7- ProBeam Tim Garrison P.E. .,i *ISI lib.. t I ?f`j , ,r i CT: Erin .;It%. ' .B3T2;2.7.1V7ir ,.ice_.._ . v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 2003 IBC. All designs should be checked by a competent professional. Job t20019 • - Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 34b Other Info. 3/19/20 2 4 6 8 10 12 Type? Simple span, fully braced ® • • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360& L/240 360 = 0.33 in Total, L/ 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft • Add Self Weight? Yes - Self weight will be added to applied DL Loads: • Partial Distributed Loads (Uniform or Trapezoidal) - - Measured from left end of member. Member Total Length = 10 ft. - Start Start End End - • Live Dead Snow Trib. Width - Location Trib. Width Location • Roof 25 psf 15 psf - Floor 1 40 psf 15 psf 8.00 ft 0.00 ft 8.00 ft 5.00 ft . Floor 2 40 psf 15 psf 12.00 ft 5.10 ft 12.00 ft 10.00 ft Loads Point loads are 1/10 scale 600 400 - • 200 - . -200 2 4 6 8 10 12 • 6x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn 6 x 12, 15.8 plf 6 x 12 Load Duration ;Live: 1.0o V j % Overdesign 6 x 12 12 x 12 Moisture Medium Dry - 18%_ Douglas Fir_Larch- _ _ Repetitive Use? 'No : • Pos Bending 21.3% • 8 x 12 14 x 14 Press Treated? No, Not P.T. V ` 'WCUB No_ 2 Flat Use? ',No Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less v Fb Pos 875 psi Fv 170 psi Shear 128.4% Fb Neg 875 psi Fcp 600 psi Span(s) Defl'n 220.2% - Allow Pos Mom 8,459 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA • Allow Neg Mom -8,459 ft-lb E 1,300 ksi Calc'd member OK by: 21.3% Allow Shear 7,013 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf Cond's Of Use: Load Duration:1.0-Live For 6 x 12 1.50 in 1.50 in - • - - Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Sawn 6 x 12, 15.8 plf Misc manufacturers v . Load Duration % Overdesign • 2.5 x 10.5 5.125 x 7.5 8.75 x 9 Moisture Medium Dry- 18% V 5.5 x 12 - Live: 1.00 ® ; Pos Bending 278.4% . 3.125 x 9 5.5 x 7.5 Press Treated? No, Not P.T. V 24F-V4,_ DF/DF_ - - _ _ V '. Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 deg F&less e '. Fb Pos 2,400 psi Fv 265 psi Shear 279.7% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 438.1% Allow Pos Mom 26,397 ft-lb 1792.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -20,348 ft-lb E 1,800 ksi Calc'd member OK by: 278.4% Allow Shear 11,660 lb El 1,425,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf Cond's Of Use: Load Duration:1.0-Live For 5.5x 12 1.50 in 1.50 in - - Reactions Support 1 • Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 . Max Total 2,521 lb 3,071 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 745 lb 895 lb - - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr - Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in • Max Dn Defl - -0.147 in - - - Allowed 0.500 in 0.500 in 0.500 in . ProBeam v7 WC 5-23-19 1Z `Tim Garrison, P.E. '.+C.y ;} J i�UCT101\0,2At.C.. ProBeam N271'�-ii:V.;!:`?:1:w 1 g.,S .ci7-11_..C.SV.:'•1 t v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity, if any,not shown) - Member I.D. 36b • . Other Info. 3/19/20 ` 1 2 3 4 5 u Type? Simple span, fully braced i . Left Cantilever Span 1 Span 2 . Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans - Live Only, L/ Code Minimum- Normal: L/360&L/240 V 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V • Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% . Loads From Continuous Member? Yes 7 Increase Roof DL for pitch? Yes -!, Roof Pitch 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf . - - • - Uniform Ld. 2 40 psf 15 psf 6.00 ft 276.0 lb/ft 103.5 lb/ft • • Uniform Ld. 3 50 psf 15 psf - - ' Uniform Ld. 4 60 psf • 10 psf - - Uniform Ld. 5 10 psf - - • Tot Unif Load 276.0 lb/ft 103.5 lb/ft - • Loads Point loads are 1/10 scale 600 400 200 . 0 L -200 4 1 2 3 4 5 6 • 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf •4 x 8 --- -_ Load Duration Live: 1.00 __ % Overdesign 2 x 10 (4) 2 x 5 Moisture Medium Dry- 180/0 V Douglas Fir-Larch _ I Repetitive Use? , No V Pos Bending 72.1% (2) 2 x 8 3 x 8 Press Treated? No, Not P.T. v No. 2 Flat Use? . No Neg Bending NA (3) 2 x 6 4 x 8 Temp Cond. loo deg F&less v . Fb Pos 1,170 psi Fv 180 psi Shear 163.0% Fb Neg 1,170 psi Fcp 625 psi Span(s) Defl'n 341.9% Allow Pos Mom 2,989 ft-lb 1111.15 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -2,989 ft-lb - E 1,600 ksi Calc'd member OK by: 72.1% Allow Shear 3,045 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration:1.0-Live For 4 x 8 1.50 in • 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 6 x 12 w Load Duration Live_: 1.00 - V % Overdesign . 6 x 8 12 x 12 Moisture Medium Dry- 18% V Douglas Fir-Larch _ v Repetitive Use? No ' Pos Bending 387.0% 8 x 8 14 x 14 Press Treated? No, Not P.T. V I WCLIB-No. 2 V Flat Use? No _ v Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less V Fb Pos 875 psi Fv 170 psi Shear 505.6% . Fb Neg 875 psi Fcp 600 psi Span(s) Defl'n 2008.2% • Allow Pos Mom 8,459 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -8,459 ft-lb E 1,300 ksi Calc'd member OK by: 387.0% • Allow Shear 7,013 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf • Cond's Of Use: Load Duration:1.0-Live For 6 x 12 1.50 in 1.50 in - - Reactions Support 1 - Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,158 lb 1,158 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 330 lb 330 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.063 in - - - Allowed 0.300 in 0.300 in 0.300 in I ProBeam v7 WC 5-23-19 - • • ProBeam Tim Garrison, P.E. ,< -1' .Si {�`�.iC T `i4t' A t , , , '•;Lin Tr i.,: v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 37b I 1 2 /\ Other Info. 3/ 9/ 0 Ti 2 4 6 8 10 12 14 16 L 11 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 17.00 ft Allowable Deflection, Main Spans . Live Only, L/ Code Minimum-Normal: L/360&L/240 7 360 = 0.57 in Total, L/ 240 = 0.85 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 17.00 ft • Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes •- • Increase Roof DL for pitch? Yes w Roof Pitch 1 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - • - Uniform Ld. 2 40 psf 15 psf 7.00 ft 322.0 lb/ft 120.8 lb/ft . Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 . 10 psf - - • Tot Unif Load 322.0 lb/ft 120.8 lb/ft - Loads Point loads are 1110 scale 600 400 • 200 0 - -200 2 4 6 8 10 12 14 16 18 • Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12, 16.9 plf Misc manufacturers V Load Duration % Overdesign 2.5 x 15 5.125 x 12 8.75 x 10.5 Moisture Medium Dry--18% 5.5 x 12 v Live: 1.00 v , Pos Bending 59.0% 3.125 x 13.5 5.5 x 12 Press Treated? No,Not P.T. V 24F-V4,DF/DF V , Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F&less . Fb Pos 2,400 psi Fv 265 psi Shear 198.5% • Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 33.5% Allow Pos Mom 26,397 ft-lb 1792.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -20,348 ft-lb E 1,800 ksi Calc'd member OK by: 33.5% Allow Shear 11,660 lb El 1,425,600 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf Cond's Of Use: Load Duration:1.0-Live For 5.5 x 12 1.50 in 1.50 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,907 lb 3,907 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,170 lb 1,170 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - - Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0.606 in . - - - Allowed 0.850 in 0.850 in 0.850 in ProBeam v7 WC 5-23-19 • • ProBeam Ciiii,i RUB T tON ALA Tim Garrison, P.E. tart .j :� -.a ::rt>` ,j°..+.{ i v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. • Job t20019 Spans and Supports(Note, pitch and fixity,if any,not shown) Member I.D. 38b • • _ Other Info. 3/19/20 `a 2 4 6 8 10 12 14 16 Type? Simple span,fully braced - . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 15.00 ft • 15.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 v • 360 = 0.50 in Total, L/ 240 = 0.75 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft Add Self Weight? Yes-Self weight will be added to applied DL e Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No. _ '_ Increase Roof DL for pitch? Yes -_ Roof Pitch 1 3.0 :12 Live Dead Snow Trib. Width Live • Dead Snow Uniform Ld. 2 I 40 psf 15 psf 0.00 ft - - Tot Unif Load - - - Point Loads Measured from left end of member. Member Total Length= 15 ft. Live Dead Snow Trib.Width Trib Length Live Dead • Snow Location Point Load 2 40 psf 15 psf - 16.00 ft 8.00 ft 5,120 lb • 1,920 lb - 8.00 ft Loads Point loads are 1/10 scale 600 400 200 0 -200 W 2 4 6 8 10 12 14 16 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12, 16.9 plf Misc manufacturers . Load Duration % Overdesign 2.5 x 18 5.125 x 13.5 8.75 x 10.5 Moisture Medium Dry-18% V 5.5 x 12 i Live: 1.00 v Pos-Bending0.1% 3.125 x 16.5 5.5 x 12 Press Treated? No,Not P.T. V 24F-V4,DF/DF • v ' Neg Bending NA 3.5 x 16.5 6.75 x 12 Temp Cond. 100 deg F&less v , Fb Pos 2,400 psi Fv 265 psi Shear 200.4% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 15.3% Allow Pos Mom 26,397 ft-lb 1792.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -20,348 ft-lb E 1,800 ksi Calc'd member OK by: 0.1% Allow Shear 11,660 lb El 1,425,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf Cond's Of Use: Load Duration:1.0-Live For 5.5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,412 lb 3,881 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,023 lb 1,151 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.750 in 0.750 in 0.750 in Max Dn Defl - -0.610 in - - - • Allowed 0.750 in 0.750 in 0.750 in ProBeam v7 WC 5-23-19 "Tim Garrison, P.E. _ 2-n--\IS :Rt_iCT€ON ALC ProBeam „i' - F. "`t=.;r.l a °a v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional: Job t20019 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b • Other Info. 3/19/20 2 4 . 6 8 10 12 14 1 16 Type? Simple span,fully braced i • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.50 ft 13.50 ft Allowable Deflection, Main Spans . Live Only, L/ Code Minimum-Normal: L/360&L/210 v 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes `_ Increase Roof DL for pitch? Yes v, Roof Pitch I 3.0 :12 Live Dead Snow . Trib. Width Live . Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf 0.00 ft - - Uniform Ld. 3 50 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf 7.00 ft 483.0 lb/ft . 80.5 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load 483.0 lb/ft 80.5 lb/ft - • Loads Point loads are 1/10 scale 600 400 200 0 -200 W 2 4 6 8 10 12 14 16 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5, 14.8 plf Misc manufacturers v Load Duration % Overdesign 2.5 x 13.5 5.125 x 10.5 8.75 x 9 Moisture Medium Dry-18% V 5.5 x 10.5 V Live: 1,00 v Pos Bending 53.4% 3.125 x 12 5.5 x 10.5 Press Treated? Yes,P.T. v 24F-V4,DF/DF v Neg Bending NA 3.5 x 12 6.75 x 10.5 Temp Cond. 100 deg F&less v Fb Pos 2,400 psi Fv 265 psi Shear 161.4% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 19.1% Allow Pos Mom 20,211 ft-lb 1530.58 ,in^4 Cantilever(s) Defl'n NA Allow Neg Mom -15,579 ft-lb E 1,800 ksi Calc'd member OK by: 19.1% Allow Shear 10,203 lb El 955,041 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 plf Cond's Of Use: Load Duration:1.0-Live For 5.5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,903 lb 3,903 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 643 lb 643 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in Max Dn Defl - -0.453 in - - - Allowed 0.675 in 0.675 in 0.675 in ProBeam v7 WC 5-23-19 /.6 c ProBeam Tim Garrison, P.E. l �<<: NSl R:UC 60N',4-;At.C • 1' Alip;,`v„ - ;;r, s 'i' f :-'a.13't'.! v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity,if any, not shown) Member I.D. 41b Other Info. , 3/19/20 / __ 6 8 10 12 14 1 16 Type? Simple span,fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.50 ft 13.50 ft Allowable.Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 w 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.50 ft . Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% . Loads From Continuous Member? Yes _- Increase Roof DL for pitch? Yes w_ Roof Pitch L 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf 0.00 ft - - Uniform Ld. 3 50 psf 15 psf - • Uniform Ld. 4 60 psf 10 psf 4.00 ft 276:0 lb/ft 46.0 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load 276.0 lb/ft 46.0 lb/ft - Loads . Point loads are 1/10 scale 400 300 200 • 100 0 , -100 ir 2 4 6 $ 10 12 L14 16 • • Glu Lam Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Glulam 5.5 x 9, 12.7 plf Misc manufacturers w Load Duration % Overdesign 2.5 x 12 5.125 x 9 8.75 x 9 Moisture Medium Dry-18% i 5.5 x 9 w : Live: 1.00 w Pos Bending 94.8% 3.125 x 10.5 5.5 x 9 Press Treated? Yes,P.T. V 24F-V4,DF/DF w Neg Bending NA 3.5 x 10.5 6.75 x 9 Temp Cond. 100 deg F&less v Fb Pos 2,400 psi Fv 265 psi Shear 287.1% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 31.2% Allow Pos Mom 14,849 ft-lb 1334.13 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -11,446 ft-lb E 1,800 ksi Calc'd member OK by: 31.2% Allow Shear 8,745 lb El 601,425 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 12.66 plf Cond's Of Use: Load Duration:1.0-Live For 5.5 x 9 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,259 lb 2,259 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 396 lb 396 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in Max Dn Defl - -0.416 in - - - Allowed 0.675 in 0.675 in 0.675 in ProBeam v7 WC 5-23-19 • • (._ 1 .7 C . ProBeam • Tim Garrison, P.E. ,': : S S�'UC T t.C3i�i .x� rLy` .,-,-.t 'j iwita atiauri'in v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t20019 Spans and Supports(Note,pitch and fixity,if any.not shown) Member I.D. 42b • - Other Info. 3/19/20 _6 i 2 0 4 5 5- 7 8 9 10 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 w 360 = 0.30 in Total, L/ 240 = 0.45 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft • ' Add Self Weight? Yes- Self weight will be added to applied DL V Loads: • Uniform Loads Over Full Length of.Member Loads From Continuous Member? No• . _W- Increase Roof DL for pitch? Yes w ' Roof Pitch ` 3.0 :12 • Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf 0.00 ft - - • Uniform Ld. 3 50 psf 15 psf - - • . ' Uniform Ld. 4 60 psf 10 psf 4.00 ft 240.0 lb/ft 40.0 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load 240.0 lb/ft 40.0 lb/ft - Loads Point loads are 1/10 scale 300 200 100 0 -100 1 2 3 4 5 • 6 7 8 9 10 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 • Solutions Using Self Weight of Sawn 6 x 8, 10.5 plf 4 x 10 _ -- Load Duration Live: 1.00 v % Overdesign - (4) 2 x 8 Moisture Medium Dry- 18% Douglas Fir-Larch . Repetitive Use? No _ Pos Bending 23.1% (2) 2 x 12 3 x 12 Press Treated? Yes, P.T. No. o_2 w; Flat Use? •No v Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. 100 deg F&less • Fb Pos 864 psi Fv 144 psi Shear 139.6% Fb Neg 864 psi Fcp 625 psi Span(s) Defl'n 336.6% • • Allow Pos Mom 3,593 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -3,593 ft-lb E 1,520 ksi Calc'd member OK by: 23.1% Allow Shear 3,108 lb El 350,878 ksi• Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live • For 4 x 10 1.50 in 1.50 in - - i 6x And Larger (Timber) Calc'd Member Results For 6 x 8 i Solutions Using Self Weight of Sawn 6 x 8, 10.5 plf 6 x 8 w Load Duration Live: 1.00 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 18% V Douglas Fir-Larch V Repetitive Use? .No v , Pos Bending -13.2% 8 x 8 14 x 14 Press Treated? Yes, P.T. w WCLUB-No. 2 • • Flat Use? No w , Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less w Fb Pos 600 psi Fv 136 psi Shear 188.3% Fb Neg 600 psi • Fcp 600 psi Span(s) Defl'n 197.1% Allow Pos Mom 2,578 ft-lb 1193.36 inA4 Cantilever(s) Defl'n NA ! Allow Neg Mom -2,578 ft-lb E 1,235 ksi Calc'd member FAILS by: -13.2% Allow Shear 3,740 lb El 238,799 ksi Controlling criteria is: Pos Bending i Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.55 plf • _ Cond's Of Use: Load Duration:1.0-Live For 6 x 8 1.50 in 1.50 in - - . - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,297 lb 1,297 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 217 lb 217 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case - Deflections • Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.121 in - - - • Allowed 0.450 in 0.450 in 0.450 in . ProBeam'v7 WC 5-23-19 -t`-V y o �e ����� St orm Water Drainac IVfinimum Requirements { through 5 ":,+,142.147; 101E@FP 'v'Miftimarrr-Rociairernent through-9-- ENGINEERING DEPARTMENT C O APR 2 7 2020 a 904 6th Street Anacortes, WA 98221 1 www.anacorteswa.gov FIL E'TV O ATFcopy Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements 6,.441 R/ '/9/76 4 41u -74 sc./, / Y0 — ti 4 duels &4 O - 9( - 7I5 Project Address: 3007 Meridian Court Submittal Date: 31 March 2020 Parcel Number: P108683 Revision Num r; 1 _ Permit Number: P LD— 202O - 023 I Reviewer: — -- Acceptance Date (COA):,S"/pe2 2a 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 TAB 6: Minimum Requirement#6— Runoff Treatment o TAB 7: Minimum Requirement#7 — Flow Control o TAB 8: Minimum Requirement#8 —Wetland Protection o TAB 9: Minimum Requirement#9—Operation and Maintenance o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) 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. 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. Project Description and Summary: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Summary Table Existing Proposed Development Type None SFR Number of Lots 1 1 Lot Acreage in SF 18,054 18,054 Soil Type(s) Catla Gravelly Fine Sandy Loam Site Sediment Transport Score (High\Low) 140 Depth to Ground Water Table (Feet and Inches) 1.5+/- (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) 0.3 Impervious Surface (on-site) 0 6,200 +/- Impervious Surface (off-site) 0 0 New and Replaced Hard Surface Total (SF) 6,200 +/- Lot Coverage (Percentage) 21% (residence) /34.3% (all imp.) 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) There are no known previous permits for this site. The topography slopes to the southwest. The site has an average slope of 16.5%, with a max of 51% over a short distance. The vegetation is mowed pasture grass. There are no drainage facilities on the site but a stub-out is provided in the Meridian Court ROW. There are no critical areas in the vicinity. The low point of the site is in the southwest corner. There are no plans to phase the construction. 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 completed project will be a house with a driveway and patios. Drainage Basin (2007 Storm Comp Plan —City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? B7 Identify any downstream drainage issues (Storm Comp Plan: If so, describe: The Comp Plan states: "Basin B7 (Outfall #8) —The model shows that flooding will occur upstream of Outfall 8 in a nearly 600-foot long section of storm sewer that crosses through private property. By replacing this 18-inch pipe with 24-inch pipe, the model shows that flooding is eliminated." The Meridian Court plat provided a detention pond to mitigate runoff from the lot. Complete the Applicability Requirements— Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) - Highlight the path and attach Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Start Here Jr Does the site have See Redevelopment c 35%or more of Yes Minimum existing impervious Requirements and coverage? Flow Chart No Does the project convert (Figure 2.4.2) �� %acres or more of Does ie project vegetation to lawn or result in 5.000 * landscaped areas. or square feet. or No convert 2.5 acres or more greater. of new plus of native vegetation to replaced hard pasture:' f surface area' Does the project Yes Yes No result in 2.000 square feet. or greater. of new plus replaced S All Minimum hard surface area? Requirements apply to the new and replaced bard surfaces , is and converter Yes ' Jr No re.etation areas. Minimum Requirements 1 through=5 apply to Does the project have land disturbing the new and replaced v„v activities of 7.000 hard surfaces and the Yes square feet or greater:' laud disturbed. No V 4:\-lininnuu 1 y Requirement 2 4 applies. s Figure 2.4.1 ...Flow Chart for Determining Requirements for New Development Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Does the prole result in 2,C30 square feet. or more, of new plus replaced harts surface area? OR Does the land disturbing activity total .,C.Q0 square feet or greater? Yes No Nlini3rnurn Requirements #t through apply to the new and replaced hard Minimum Requirement*2 applies. surfaoes and the land disturbed. 1 #Question Does the project.add 5.000 square feet or more of new hard surface OR Convert ln 3fore's or more of vegetation to lawn or landscaped 3s? OR Convert 2.5 acres or more of n:a;i've-vegetation to pasu re'' Yes No All Minimum Requirements apply Next Question Is thl s a rid to the new hard surfaces and the N o converted vegetation areas.. rei3^mod pr ie•:t Yes Does the project add f.i0C0 square feet or more of new hard surfaces`' Yes No s the":chat of new plus replaced hard surfaces , Do the new hard * ------, .5„C30 square feet or more, Y.urfaces add '50% or No No more to the existing ng No additional - does the ..3lue ce the proposed improvements requirements.. hard surfaces wi:;h.in - including interior improvements -exceed the project limits? 509i%of the assessed value for replacemem rrajuel of the existing site Impro.rements? fires„",_ An Minimum Requirements apply to the new and replaced ' Vies hard surfaces and converted vegetation areas. • • 11, Figure Flow Chart for Determining Requirements for Redevelopment DEPARTMENT Of, Revised Joni! ECOLOGY . � �me see nrrp:Nwwtw.ecywa,gow`conrpnr nrrn,rar copy ngn±notice including permrsslant. State of viaslbtngton rntta*,or? ,c'113Diltty,300 ratscia rer VC!JIUII LJCLLC. VI:LULJCI / LU I V riCVIUUJ VCIJIUII LJclLC. rCutUCIIy LUG GU I V Flow Chart for Determining UD MR#15 Requirements r •&esihe project as 4e/,A;rii;;*'6>riticirt e ' ers' V. i (per Mieirnurri Requirement(MR)#7)? Yesri " fri sATe" ' Iii rert the 4ini: P No , where(easible: : No,the project i - Does the project trigger only Mfts EIMP T5.13: Post-Construction Soil 1 - #1-#S?(Per Sgure 3.2 or Figure triggered only Quality and Depth 1 3.3 in Appendix 1 of the 2013-2018 MR" ... , 4, No additional BMP 15.10A,8,or C:Downspout Pun ; WWA Phase II Permit&Phase I requirements Infiltration,Downspout Dispersion , I:Permit.) Systems,or Perforated Stiihout :: , Connections , / No,the project ,-, t'l SMP 15.11 or 75.12:Concentrated Flow 11: *triggered Mils#1-#9. -...i Dispersion or Sheet Flow Dispersion 'Ai Yes - Is the project inside the UGA? ftEQUiRfD;I hieverrrent of the LID Performance Standard,Applying the other I No,the.project is BIVIPs in List tn,or List#2. outside the UGA. • Yes ,- ---„,..... Did die project developer choose to meet the ir LID Performance Standard? _I Is the project on a parcel of 5 acres or larger? r I No,project developer: I' Yes chose List#1. . yes Did the project developer JEU1RED.for each surface, , . - 0 choose to meet the LID consider the BMPs in the order , REQUIRED; Meet the UD Performance Standard? fisted in Lid idiot that type of ; Performance Standard through the surface. Use the first 8MP that is : USe of Au EIMPW in the 2014 considered feasible, . Yes .- SWMNIWW except for Rain Gardens No,project (the use of Iloretention is OT II "IR - khievenient of developer ! acceptable). the LID Performance Standard. i chose List 02,, if the project cart meet the UD • , , Performance Standard,it must seek Meet the LID Performance R DUI :For each surface, , and be wanted an exception I Standard through the use of igy,BMP(s)in consider the BMPs in the ' variance. the 2014 SWIVIMINW except for Rain Gardens order listed in than for (the use of Rioretention is acceptable), that type of surface,Use the , REQtJlEElkApply BFAP T5.13 Post' first 8MP that is considered Construction Soil Quality and Depth. REQUlRDfo Prolect TrierinMR. ' 4' feasible. Apply 8MP T5.13 Post-Construction Soil ! OT t pplyirig the BMPs Quality and '-1 itk in List 01 or List 02, t Achievement of the LID I NOT RQUtRW'.Applying the l3MPs in List#1 Performa Sunder& , or List#2. I Recommended by Ecology for projects trix.--ring MP 01-5. Figure 2.5.1 — Flow Chart for Determining LID MR #5 Requirements Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 1 (MINIMUM REQUIREMENT #1) • 1-2.5.1 Minimum Requirement#1 — Prepare a Stormwater Site Plan - 1.3— Preparation of a Stormwater Site Plan - 1.3.1 — Stormwater Site Plans: Step-by-Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1.1 Step 1 - Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. Information on Existing Conditions was collected and analyzed. The soils are relatively shallow (12-15 inches) above dencer gravelly silty, sandy till and aren't suitable for infiltration. 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. Preliminary Development Layout prepared. 1-3.1.3 Step 3 - Perform Off-site Analysis (at Local Agency's Option): Use additional Sheets, if necessary, Ecology recommends that local governments require an off-site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert% acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to 1/4 mile downstream of the project site. The downstream conveyance from the site is a 100% man-made conveyance that includes pipes and a detention pond that runs approximately 1,450 feet from the property to the salt-water outfall. This system runs through a combination of easements and ROW to Outfall #8 (per the Stormwater Comprehensive Plan). The Comp Plan identifies a potential flooding condition for 600 feet upstream from the oufall. The Meridian Court Plat was designed to accommodate development on this parcel. 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 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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. Minimum Requirements 1-9 apply. 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) A Permanent Stormwater Control Plan has been prepared. 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 A Construction Stormwater Pollution Prevention Plan (MR#2 — 13 Elements) was prepared. 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 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. Implementation of this Stormwater Site Plan will fulfill all Minimum Requirements applicable to this project. 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 Pollur[iowi Prevention Plan (SWVPP) - 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.1.1 Source Control BMP's by SWPPP Element Element#1 Element#2 Element#5 Element#6 Element#9 Element#11 Element#12 Element#13 BMP or Element Name Preserve Establish Stabilize Protect Control Maintain Manage the Protect Low Vegetation/Mark Construction Imps Clearinal r s ass Surds Sides Pollutants BMPs Pres ect Development BLIP C101: Preserving Natural Vegetation ✓ BMP C102:Buffer Zones ✓ ✓ BMP C103:High Visibility Plastic or Metal Fence BMP C105: Stabilized Construction Entrance/Exlt BMP C106: Wheel Wash 'V BMP C107: Construction Road/Parking Area Stabilization BMP C120:Temporary and Permanent �' ,✓ Seeding BMP C121: Mulching 'V I BLIP C122: Nets and Blankets ✓' t/ BMP C123: Plastic Covering I BMP C124: Sodding J" BMP C125: Topsoiling J Composting I BLIP C126: Polyacrylanide for Soil Erosion Protection BMP C130: Surface Roughening �/ I BMP C131: Gradient Terraces +✓ I BMP C140: Dust Control I BMP C150: Materials On Hand BLIP C151: Concrete Handling BLIP C152: Smutting and Surfacing Pollution Prevention BLIP C153: Material Delivery,Storage and Containment BMP C154: Concrete Washout Area V BLIP C160: Certified Erosion and Sedirnernt Control Lead BMP C162: Scheduling 'r Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4 . 2 . 1 Runoff Conveyance and Treatment BMP ' s by SWPPP Element / . .F. , / /+euKar�eeau«< /iiH// t0 / v �f� Foto at %�� ' /� 6 / 3ia ? / ; 4 , %" /' / d 1 // / / rS / / S 14/ I / Spy/�///,yy/',�"(. /31/% 'r £' . . / / , , / '42 ' // ,�/ / :%ff,U///////,!,,,s ��rsowdi�f//!!` /. l/. f,1: i iw/f//I///'!</,,,,,/<// „ .v..,.. - ... ...„///r/J4 W'4"/////4/i 4fMrNN444wd 4 ..,.4,... .///HS/< ...,,N•„„,.., .... rl<i//,U//rH/H///HHN//HN//NH//HHi/i/i,,, 4//.W//d/6Y/44//44/iir/iiiiiii///!wwAyiseve,w„w'NM'r/NWf///mw... ////09,//N/HNH/NNUAsseee K/a/y/Nl Nw494/4/44,00!M?elmwo'Avui/!O44% Z 44406r. .. /. // Ji.y"' / i ` , 4.�.: H� 17 / / / i . - Gi�%/ f%31P I5�L L Wa da1i !/f� <9l16f/ ////•; / / . , siggiiesweigo / �44t/ 1; I / yN4Vµfyy�// ii.ry////�fl'.V,(/(/HNH/Po,MµYMSSSNy/ -,,,.. . . {/{//GyY.14f!'d/'�NA'�A/NH.M/N N///HH., Al % ' ' 1 fb/// if e, / f' ' rfrx' i /h�r f 4444aH44�4440.11404H 40Ai • 44ffiHa ... .. .. /. .,4449449.49 '. .: ,,. _ . 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Ofi/U/%ffff rYff/f/// . 9 y 74/.WA44,/.014Nk4N S44444NKakWM4N/.f/,W/A4NNA4H4140W / AffYA4aY/HA4uHH.SWia4 / iA v�sU4 uuuuccWAawHuwfua�i444ueu/eus1444 etsw4saurev Version Date : October 7 , 2019 Previous Version Date : February 20 , 2019 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed Above from the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: Ky and Laura Huggins Site Address:3007 Meridian Court Prepared By: David Lervik, PE The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed ❑ These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your project. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. ❑ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. BMP C103: High Visibility Plastic or Metal Fence BMP C233: Silt Fence ELEMENT 2: Establish Construction Access ❑ Limit construction vehicle access and exit to one route, if possible. ❑ Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. ❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ❑ If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. BMP C105: Stabilized Construction Entrance BMP C107: Construction Road/Parking Area Stabilization ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. None proposed. ELEMENT 4: Install Sediment Controls ❑ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. ❑ Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. ❑ Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. BMP C101: Preserving Natural Vegetation BMP C233: Silt Fence BMP C235: Straw Wattles BMP C240: Sediment Trap (if practical on site—field design and locate if needed) ELEMENT 5: Stabilize Soils ❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early Version Date: October 7, 2019 Previous Version Date: February 20, 2019 application of gravel base early on areas to be paved, and dust control. ❑ Control stormwater volume and velocity within the site to minimize soil erosion. ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 — Sept 30): 7 days o During the wet season (Oct 1 —Apr 30): 2 days ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑ Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. ❑ Minimize the amount of soil exposed during construction activity. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. BMP C120: Temporary and Permanent Seeding BMP C121: Mulching BMP C123: Plastic Covering BMP C124: Sodding BMP C125: Topsoilinq ELEMENT 6: Protect Slopes ❑ Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). ❑ Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. ❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. ❑ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. BMP C120: Temporary and Permanent Seeding BMP C130: Surface Roughening Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 7: Protect Drain Inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ❑ Inlets should be inspected weekly at a minimum and daily during storm events. The drain inlet in the cul-de-sac of Meridian Court will be protected. Likewise, any on-site yard drains made operational prior to site stabilization will be protected. ELEMENT 8: Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. No channels are proposed for this project. ELEMENT 9: Control Pollutants LI Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑ Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ❑ Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents Version Date: October 7, 2019 Previous Version Date: February 20, 2019 discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. ❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. BMP C151: Concrete Handling BMP C152: Sawcutting and Surfacing Pollution Prevention ELEMENT 10: Control De-Watering ❑ Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 No de-watering is anticipated for this project. ELEMENT 11: Maintain BMPs ❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 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 for this project. 1 g 25 March 2020 Applicant gnature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 C < c� ���/�J�� .... 0'kill' U ®. o O 0 0 p t=-;.' ® ,. �-, a J� - .14 DATE OF APPROVALS._ Ei 07 i TIW n DESCRIPTION: Y EAST. A. OWNER'S DECLARATION: '' G YS�1At non* or Tftt Kula �TIG crttt/a Or T1L Aar",/a OF S''.>rTtClt V. �'� 35 AYtttTlt, sscrwY EAs a,u CESCtU9Ex A, f1Jss.>�tlt'S: I<€ r cNc AT THr NORFlA Y C¢ Ett or SAttt SEL-0(L^t 2`' 'Re•NCE 501"JrWilt AtdNC IC> trif OF 5vB SflrMN 27, 4.11.67 ' -5 ` KNOW +i::_ Eli 8s' 'THESE PRESENTS THAT �4E. Tt tE E1�10 25iu?tEU 0�tt: U 1`E Tk0l ssava's7E >s.as?t tt THENCE 5es•t3o�C 9at,3 T 58E`G4 F� 121.12 fFL7 iJ roe ME s'C�lttf (1f GS17chtC HEREEP1 DECLARE 111IS SHORT SUET1) tv,'� WAS MADE WITT; OUR FREE i€ -1 E , rroi..2 NOY'Sb`5"f,3?3.01 .D IrLsN C sotroe'DEr e. 3CtOL1 room 1?+Llccr so,•SS"at w te..3.5 fFXT:Rosa s06•0+1tze¢441,30 fr2t. EC?tSExtf ANC 1N ACCORDANCE WITH OUR WISHES. 'c �� �r�^ I 10Lt.X or LESS, TO 7A'9:rASY LING Dr SAGO NAt1/4 Or h£ rst+/e n7 T1.1 O#t,+4: T CL 5C'c'st'aa'ttf N.omG TorEAST Mt or S,attt fMY1/4 CA �.J ! ± y AdC Ktf1,i4 Or E 44$S/4, 417.0 rem Wan OF cp,S.TO Thf S OF SMQ SWF 14 OF RRE 1/4 Of TIE KC 14;7tFh'E N3d't1'SCr WE RATTER DECLARE F�SAT TFi� LAND D£SCR U B1' THIS SORT 3 C=' ALc314'ME SOOTS C,ttE OF WO!!M`4 OC TI<A'. V+of THE Htr1/a 43 76 f£EL SrETt hot^_fr4,rF b1By Fat h{L1YE 1:NrOvoePt SU9DEV1$fU"t wS Nat BEAN Cv5.r SHORT PLATTED WHIN THE >2.s3 rtti TO TWE TRUE POta or t#a hf. C' Mal N Y P31t"tCW t1s£rt tv240 VNSSt7t THE *Mot a^. ►tet CC tat tars t4 tom•tttE tit',/4 or tn£ race/.►. PRECEELNG FAS (51 YEARS. AND MAY NOT BE RATHER S?,18Dre D 5 tGQ 16.0 FEET ,� YLec£71t'4R,tt!it< ><hot-E'X^,t,L15CVR CAS4ZtEYJ too AtAOJ55 avD Cc�m.C"as OvfA'a.�c0 AClzQS'S MD Lwara ;^.nt T�cmt<aa Crcr•ttsw rt»t/e oa yYE1'HEA ENE t'S) YEJtRS FRCu THE DATE. OF THE Rf•aROYAI OF THIS i� � �N CD 1 tr4; ri'&1/4 nr-nit Yw1/4 Ctr SYCtwte sfv XS NSTtrit. IW(OE I CAST, tv.u., p #tlp As rrocuvey: •31q SHORT RLAT. • 5CA.E: ,..10i2 t veraPC ar IN:: s or 5 SD-'14D►t yr,T>D L OrJ1'44•S't 4.1 r I:T}tT7iCE. StttOe'a�1'c; '64'57 To TO T)3t its vRT RLS tiyE •tAVw SET oL1R )mtlS At.�. SEALS t31 Till S„' �;�QAY �� o �7 � powr or t c ,-nt= S'BgOe'o7C 30 FZ:£T TND 0 sorsr5l-vc 2Sa.;q►L£T;Ttt: i D 040T1:1 30 tUt *Teta 401' ,s'st'E fit,w OF ,'x-•{ t 956. '- , w i 2 C 5$ FEET ID n7f iRuE PONT OF E 4QPAw', �rr` (.0Sfttf+tt£to FNE COUTGY OF ST•AJ1T, STATE Os'tekgtIt DK 7%. t= a° WALTER G. SCHWE'JK Jtis 'H S SCHWEAJK L. � --0 9 y 1 g ACKNOWLEDGEMENT STATE Of"r �. •--- -- - - - . . __. . �.. \\ z �o,'0..... ` 7 COUNTY OFn"- arc':-•.,- ) VEe ( , CD S IIC1M'00" E 5Z i t`VC, u '�j f ,�(. Z1 THERE PERS:NALL? AJ✓PEARED BEFORE WE TFt£ ABOVE: HAM M `ti CD t- -- "T8 • _'" ` G --, Sf.NSET AVENU 2G5 .07 �, �'h ci tit tQ��o� Y143Y£R G SCHVrT!1K MO .iL1D7T>! S. SCfi�'fE't(. fiU58R1VQ AM3 iV {A^C} (�1 C € ,g t -"Xt-aud.T t:TRIt.F8114 - - ___., ____ ._ ---• __1 _ , . _ _ y 'A, ••' .Fpr ;tire g',°e ARE KNOWN TO ME TO THE SNQIY c3ALS WA) EXECUTED THE ABO1E C) ®• I- I Baas._ _ _ w_. _ _r• Y .,._ ' H I 1 L� , .$. .,i'��• t NtSTRDMENT A.no 'T Y ACKNOWLEDGED THE FORf1t>i4C INSTRUMENT TO 0 5 -- --"s 03'Psv9' w g - (� ?\ 8E THEIR VOLLI TPAR MT AND OEO. _ FD E' [ W t. r{.tr, r•o �+Tx lCKP.OWLEDGED BEF0 143E.tI41S :lr:'EM1' V -_`i-r-AX,.; 1996. 4 �t\}€ I ET N �F € t I p�� tc w� y$A G-•JL"83'Od' 6 .y - 1,4-,. I �Q y i + I I e1r3 t s.. �o '� .r1 t-X533 NOTARY PU9fFr. tY APO FO£2�TTFE STR GcP `QI �? J `� e J 'x 4 'p `'j • -+� P+Yc�� ,{ k�Sc�.7 R 2;-E ICAS!ilt�CYUk. RES7Ct t1G AT c'.+::e t+.r t- �- •"tea all : tT1� "' SHORT PLAT f1�I '3�1-E3�? i v' Acl'c , - u " • f *of5t7 6tY •Gt�'Elst55t01 EXPIQ '"' 1''• d --S �\ .", �8�a �f •' �_ a SURVEYOR'S �.EF'cT =1CATF '�[ `\._. r s+' 'c' f ' E � `-, t-1t.t7 t. t}CAtl�ti2 I. Ott S.MOr E. PROFESSIONAL LAND SURVEYOR. {L�R BY CER1IF UPON AN AC71.1A- SURVEY MADE BY LFZ n (,` 0• t€ K . z M S Pats'oe r r kes sn 1 I �! �� • C') OR UNDER tdY DIRECTIONI.: CORM ORLIAf10E VIITH THE REQU LONTS OF THE ' ff)) �. ?2T.m `.. 1% .•9 ....w.. ........« r n, o` z u tla.ao a 064,a L c• . ry` W�i� By �a CITY OF "Pb4 IIRTiS SHORT SJBA, i Jh (1RC1E!14FJCECD J CO .c `� c' L'+ .'r. S , v I No, 1805, A.*1D THAT Theme COURSES AND EIISTANCE'� ;, r 1�iStS +s 7 $s4'c f ' 4 ��o.- AZE SHOWN CORRECTLY HEREON ° CF,, .1� L:er: 1 $t. .,..\ . ,, i6697 ..,1"L�Os, ¢{ e a t58+2.ac,.fttl , -�`� n a4 -9 1 r _ "': t ` DATED IN ANA RTE$ EF f1f GAC �% �1J 6- - • ' d .- =o�,q �Ly�"T `,y .�2'`9 46.00�a4o� DETAIL ' • k,„, �; t a cx sy .s l ? �; l Y j �+ Ci s .� y �e13`` , E cGAL 1"x5J' ,•f/ + C-zt`L21 U: @ - tsssa Ott f/47,.2 0 6 •� •• TT • •k::., o BONA C R. S�S640AEI O 56C•fsCG•E t •aaoSru. fi ,Uw �tx a ri `' f ' CERi FICAT£ f 242t6 M° II�>re.m 583>.147t?E Tt}4.?U t11 , O� Sn 5,7?Lwk.:6Aio �J U �I , �, mare f/cSEJcfM TREASURER'S CERT FICATE I CA)� • laE.ta 1 c' .T /,, sss'iworr '> NW ..EC CDR: bLt z4t'ANkc' k'/4 COR: 1) CITY OF ANADORTE . �.r �• GCI A,�`J�'� s`� utfL�.al`fT,�., y f77'B8 Fh0 I:D,S•E},3 ft:QhE. y. Y r N 85°Ob'O9� W END .P, I HEREBY GERTiFY TNA Trt>F2E ARE FFO DEtiNCtlf3ti aPECIAL ASS_5xti?,TS. , �\, ad g!- 2 I'l ~ rs,S�(, ;, Y c0.S-• ...gg �2 - ':f�0 THAT A:1 SPEC RE ASSE55Mr^F1S ON ANY Or THE PROPERTY H".REtY { •�p� --1 c7714 nck L �` �hr"T' 'itLrtY �' o +a 1 9.79 i CONTAINEDPAr.1 IN E DEDICATED AS Strz�ET, ALLEYS :1R FOR PUBLIC LSE. ARECD _C __ S St+ kT Z �, k cRYI�TRY �,M y; },.ate v`„i , C3AEEO Tt£5 ?+� DAt' G5 t l4l�y t9S&, s ,I t E FOR BOUNDARY E g. 3 4._ A Sseto4ver +a v } r r� -sS N 17 LII+ ttC}WSTME�E /'''"; ;3 moo it.+t•. :,I 14a.00 • t _ / *' ``\ IAE R 3R sQa:tO t DS i� TFuY T A ^• g ]t LT tttl' f SV 1 a i =/ n '^ tt �""� n '( 1S ifi21J:Y 0 JT f OPJt 5?ACE ANFD' › F '- �'.ri c cv o r t n£A,L6 CITY CF A�EICORTES lJl� ©- (tsu T ts,1 Y ;8 tr0si ant �Q 4 xu4lst cart 2) SV�i�Cf COUNTY'. c N) Z -�, ---e;... 12'7 ttD.tl6 �, =� €6Crt'8& I SE t.823:a1 S t23.75 r E MEkE CF miry TrNT ALL. TAXES HERETOFORE L1EYc AND F7fi1CN t3�41� =° l% CD j - - 257.21 r, <'St8'1715fr -'.►'� 232.ra " - --- . �- BiCOkt R l. tr: IiPOF1 THE LAND E� CRL HEREON F4'.\E BEEN FLUX �� .. 2 1), 12• t ' t 1 ---- -- . t ` S 88`21'32" E • S 852I'32 E APAID ANC!ND AIC.LS hCTWkRC-£E RCSO+ C. T'a RECC?ROS OF MY C TCJ TO Q ._�.1, a . [ 64 5. �' 62 �� i I I nI y I s9 5B ? 57 $5 ° 55 (( 54 53 n • rill o �`f .. wk... .. .."lr =�1` Q o° 19 1 \L _ ! t w o I '~ s 7�n COUNTY TIT :` w' ( it) 11 cN. \ °`" `\ ,-f j € S�. L}�}E°:NO. 3 I _I _ J t n 1. AUDITOR'S R RECORDAT �:JEST CF DO 1D R. Q ea E ON E h' ) E. t , t _1 :n T}I pAY Ot 'MIRE S$9G. aTc7:r� R 0 -- _ _ I I329.76 I c I:9.75 i VO.S-5 l OF SHORT PLATS AT RAtrr s # URo£R AUDITOR'S FILE �' - % / . - Sarzass -- t 9 n() �l Et7 RECORDS OF s4fA,T CwUhfFY, tti'ASNIEIGT4N:. f{/� ` w ; - fwS7 1/'4 tr., SECTION 27, .33ft.' E?.:E Yi.ltT. I } 4 E f , ` ? "� \•� '� (PER SKYLINE UNE PL 1 SHORT FIAT A 9Q-L32) ` b 8Y L j n '~ -�, r' _ ~Tt' ttrr AL?1TOft LILT}, •AiU i ;IT 0 A P P L AL ADORLSSEa FOR MERIDIAN COL RI: THE tSTTNIN MD FIDRECONG SHORT PLAT LS APPROVED IN ACCOROA.4CE e GENERAL INFGFU,i,CTxtt: LOT 1: 3E= WITH THE PRIL'iS;<,)fCS OF THE Cm( of ANACO SHORT SE15D1YISt I 1} WATER SUPPLY'. CITY OY V ACS:MIES. LOT 2: 3006 ORDITJAMC.E 40. 1E05. �� 2) SEWAGE DISPOSAL: CITY Of ANACORTES. LOT 3; 3013 O t EX STINT ZONti4o: RCS DC1411At. Ow RENTTY (RL) LOT 4: 3011 OATEO THS 15 DAY OF L cs19+t'" . 19396. Q a SHORT PLAT NUMBER ANO DATE OF APPROVAL SHALL., BE iBE TRCJ3QEO IN AU. DEEM AND CONTRACTS. LOT 5: 3O(19 / f� 5) t'ttE CONSTRitCTh7N AND AtaIHT1:NENCE OF $ A/A ROADS AND/OR cOLImON Of1e,rEw1RYS LOT 6: 31`07 4.,.-_, trio.--« 4 ..1ir.+-1 0;... hws � 11" ,ARE THE RESPOHSeLJTY OF THE LOT OWNERS AND SHALL BE IN DiREGT LOT 7: 3Q0S RELAYOt+.'S!•Io^ TO THE USAGE OF THEROADS. LOT 6: 30,03 SHEiET 1 OF 2 IAN MLNFGE. PLANNING lztRECTOR t~ORCO TY. BRJCHI:ER, CITY ENGINEER 3) THE PREPARATION A 3 St.igaY' CF THIS SHORT SUBDVISICN IS BASED ON THE EOLLOWNG SOURCES.: LOT A: 30GI - V A) LAND TITLE COMPANY SUBDIVISION G13ARANTEE-LTA-77OI S. 1 LWORT PLAT 't*: WALTE,4 G. SCTTWENK & JUDtTfl S. SCHEN> ;I x:.. ioeAr'SP i .tip $ RECORD OF SURVEY RECOFM-LI I i BOOK '. PAGE 9' '5318 SGGARLOtF STREET i" C' SHORT RAT AN-30•-OO2 RECORDED .N VOLUME 9 OF SHORT PRAT5, PAGES 270-271. NOTES AlsikCMES. '6A 96221 1-!-;r,`j AN: 0RO Q- D) SHORT PLAT AN-90-0D4 RECORLtM N VO.,LIME 9 OF SI-ORT PLATS, PAGE' 2t3.Q ,� • RE7r+Q1k5 S fZ" Eik13,K hV+P9CEFi T3i1 r�R= »S :i43t6" R P "E(31Y Or TH£ AtYJ1 f4 01 T{a£ tvi�rt,/d QF THE hJv'1/4 > k€ E) PLATS OF S'<r:1ctE, SET THIS SURVEY' OF SECT.IEON 27, TOW S►iIP 35 t ORTH, RANGE 1 ESL W.M. 0 w -T/1 I,t 7) BaSts. OF BEAR NC 14040.4 LINE OF THE NW1/4 Or SEOTX)T. 2,7, 7.35H., P.tE.A S DEAEt1t£5 >>"CUh REAR do CAP (VAA41�1SR61£ CtfY OF r1ftACORFES, SKAGIT COUNTY' 1I HIf�GTOPi c�:z t:Tt3"04 09'ttt' PER RECORD of SURVEY RECOPQEO IN BOOK t OF 5�tRL YS, PAGE 9. > 3i J1h Ta66 S} INSTRUMENTATION. TOPCION GT5 303 TOTAL STATION DD,O E.S CASED ►rONLILIE►JT �E p� I t r^ a£ 1" 1Q0'k1 Q 9) METHOD OF 51.111'E;f: FIELD TRAVERSE I DUNSel ORE AND ASSOCIATES t Q. DF,NOTES SET GRASS CAP ,tJ A,CE 34-0INLIMENT K �{ 3EQ) 67b-3459 , no !.10 I 1 Q) P St3R S ACCOUNT AtO. 356127�2�Qi?4 03OE, z Nw' rft0N1' 5T. P.O. Eton S4O.. CouPcv'IIc, WA. 94235 0 0 0 APPENDIX 2— Soils Anaylsis (Volume 1, Chapter 3.1.1) An on-site exploration of the soils found the following: Soil Log#1: Depth (inches) Description 0 to 4 Topsoil, sod & roots 4 to 11 Fine sandy loam w/gravel, damp Refusal at 11" due large rock (moved 5' NE to new test pit) Soil Log#2: Depth (inches) Description 0 to 4 Topsoil, sod & roots 4 to 15 Fine sandy loam w/gravel, damp 15 to 19 Silty gravelly fine sand, very damp Refusal at 19" due to gravel & cemented material We assume the restrictive layer is at roughly 19"below existing grade, although this may obviously vary across the site.No groundwater or seepage was noted, but it had been over two weeks since significant rainfall had occurred. These findings are consistent with the Catla Gravelly Fine Sandy Loam identified by the NRCS (see excerpt below). $41$,A0$1561/05 SF (0 SW F0FIS) a-- `� �' ~�. ........ -� �``. A N ., --� \\'' t s \) \ � N.. a �. .... - , x` MUM Ammtleais SF Version Date: October 7, 2019 Previous Version Date: February 20, 2019 * * * * 26—Catla Gravelly Fine Sandy Loam, 8 to 15 percent slopes Map Unit Setting • National map unit symbol: 2hv7 • Elevation: 50 to 500 feet • Mean annual precipitation: 21 inches • Mean annual air temperature: 48 degrees F • Frost-free period: 170 to 200 days • Farmland classification: Farmland of statewide importance Map Unit Composition • Catla and similar soils: 95 percent • Minor components: 5 percent • Estimates are based on observations, descriptions, and transects of the map unit. Description of Catla Setting • Landform: Hillslopes • Parent material: Glacial drift Typical profile • H 1 - 0 to 6 inches: gravelly fine sandy loam • H2 - 6 to 11 inches: gravelly fine sandy loam • H3 - 11 to 17 inches: very gravelly loam • H2 - 17 to 60 inches: gravelly fine sandy loam Properties and qualities • Slope: 8 to 15 percent • Depth to restrictive feature: 10 to 20 inches to densic material • Natural drainage class: Moderately well drained • Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) • Depth to water table: About 6 to 18 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Very low (about 1.4 inches) Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (non-irrigated): 6w • Hydrologic Soil Group: D • Forage suitability group: Seasonally Wet Soils (G002XN202WA) • Hydric soil rating: No Requirement #1 - Minor Components Requirement #2 - Coveland • Percent of map unit: 5 percent • Landform: Alluvial cones • Hydric soil rating: Yes * * * * * Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMI T TAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE NUILDDNG 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 additiouoa➢ iages. ISite Address/Lot No.:3007 Meridian Court Permit Type:Building Permit Permit Number: Permit Holder:Greg&Therese Gesell Phone:425-297-0745 Mailing Address: 11427 40TH DRIVE SE,EVERETT,WA 98208 Contact Person: David Lervik,PE Phone: 360.588.1592 Plan Prepared By: Lervik Engineering ATTACHMENTS I'EQUIRED(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#9,530 SF (should match Area#on Site Plan) PLANTING TYPE X Turf Undisturbed native vegetation X Planting Beds Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION 12 inches(depth)of scarification needed to achieve finished total 12"loosened depth. X Subsoil will be scarified PRE-APPROVED 6 inches of compost or imported topsoil applied AMENDMENT METHOD: X 3.1 (conversion factor, inches to cubic yards) PRODUCT: Imported topsoil X Topsoil import 18.6 =cu.yards per 1,000 sq.ft. Amend with compost X 9.5 ,000s sq.ft.in this area Stockpile and amend =cubic yards of amendment —+—>—>—>—> ( cu.yds.stockpiled) (needed to cover this area to designated depth) QUANTITY: 177 CU.YDS. CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil&compost lift X 3_1 Amend =cu.yards/1,000 sq.ft. Stockpile and amend X ,000s sq.ft.in this area ( cu.yds. stockpiled) =cubic yards of amendment —>—>—>—* QUANTITY: CU.YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) =cubic yards of mulch —>—>—>—>—>—* QUANTITY: CU.YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areas/pages in this Plan) 9 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) A Product#2: ❑Quantity: cu.yds. A Test Results: % organic matter C:N ratio<25:1(except mulch,or<35:1 for native plants) "stable"(yes/no) LI 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. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Western Washington Phase II Stormwater Permit APPENDIX 7 — Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. STEP 1 —Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near-shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. STEP 2— Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. August 1, 2013, Modified January 16, 2015 Appendix 7- Determining Sediment Damage Potential Page 1 of 3 Version Date: 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: i. Sheet flow through a vegetated area with dense ground cover ii. Flow through a wetland not included as a sensitive feature iii. 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. SJEP 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 ❑100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Constmcii o n Mite Sedar ent Tvanspoul PoientW Wo viks heet CONDITION VALUE Y/N SCORE A. Existing slope of site (average, weighted by aerial extent): 2% or less 0 >2-5% 5 >5-10% 15 >10-15% 30 >15% 50 X 50 B. Site Area to be cleared and/or graded: <5,000 sq. ft. 0 5,000 sq. ft. - 1 acre 30 X 30 >1 acres 50 50 C. Quantity of cut and/or fill on site: <500 cubic yards 0 X 0 500- 5,000 cubic yards 5 >5,000 - 10,000 cubic yards 10 >10,000- 20,000 cubic yards 25 >20,000 cubic yards 40 D. Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologic soil group A 0 Hydrologic soil group B 10 Hydrologic soil group C 20 Hydrologic soil group D 40 X 40 E. Erosion Potential of predominant soils (Unified Classification System): GW, GP, SW, SP soils 0 Dual classifications (GW-GM, GP-GM, GW-GC, GP-GC, SW-SM, SW- 10 SC, SP-SM, SP-SC) GM, GC, SM, SC soils 20 SM 20 ML, CL, MH, CH soils 40 F. Surface or Groundwater entering site identified and intercepted: Yes 0 X 0 No 25 G. Depth of cut or height of fill >10 feet: Yes 25 No 0 X 0 H. Clearing and grading will occur in the wet season (October 1 -May 1): Yes 50 No 0 X 0 TOTAL„ > OUNTS 140 1 If no surface or groundwater enters site, give 0 points. APPENDIX 5—Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) SEE ATTACHED. . 400 S y :rY\\\\\\\` .\\\\\\\\\\\\\\\` \...kt i\\%.1\ \\\` \\\\ \\\\\\\ \\\\1iY1li \:��:\\` \\.\\:\:\\ \ `\\\\\a\3\ 2\k\aa\ \\*\\\*.a.\\` \k\\\\�kk\c..\ ` . ` \ c\\\\\\\\c \e�\\�\\\\\\\\\\\ \\\\ \\ \\ \\\\ \ \ \\\\\\\\\\♦i\\\\�\\\\\\\\ �� \\\\i\ \\ \\\\\\\\ \ \\ \�\ \ \ \\\\ • k ,.; \.- k y .r I r hr J p .��r•A r ir o - 4 iY Fly.` • t - rt 1 `.: • • • • ' I ,H: 1 . , •; it tic .1/4 .0 A- .., „ 1 it i \ t ,Y��p 0 • \ n3.YT � � 44, ti \ r`�+ y .• Y , ' ii. • , X.. .yM� . _ ` �.+� �� .� ,mow-.v. - \ •A • .• ,• ; 7 y ..Y�!" ,�, + .. _ c�� '14 y .a /!� ifs M ,. ;, ` • y • \ -4f17_,V Y\� • O � .+ �L x IE t . 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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. I A PORTION OF NW a OF THE NW SECTION 27,TOWNSHIP 35 N, RANGE 01 E CaPy T ILE ABBREVIATIONS: SITE INFORMATION f L.-- - - - 'I CB OATOHSASIN SITE,PDRESS; 3007 MERIDIAN COURT co CLEANOUT ANACORTES,WA 1 Di DUCTILE IRON E EAST TAX Ip NUMBER: P108683 EOA EDGE OF ASPHALT(PAVEMENT) ER EDGE PAVEMENT CURRENT ZONING: R-2 An,cortes EX/ExsT EXISTING TOTAL SITE AREA: 18,054.SQUARE FEET FF FINISHED FLOOR r... ...._ ±2th S4 r,.�'� FG FINISHED GROUND O R/APPLI' ANT �,;,k=,,'. .,, :r`"I FL FLOW LINE W IE INVERT ELEVATION GREGORY&THERESE GESELL ti •a INTX INTERSECTION 11427 40TH DRIVE SE z � LT LEFT .,. EVERETT,WA 98208 G OFF OFFSET ° PIPE . ` A T PaRS,ON PC POINt OF CURVATURE SIB OWNER/APPLICANT r -w, (TANGENT/CURVE INTERSECTION)P ERF PERFORATED PROJECT ENGINEER is PT POINT OF TANGENCY `+. (CURVE/TANGENT INTERSECTION) David Le vik,PE RT RIGHT Lervik Engineering S9 STORM DRAIN PO(ox 684 SDCB STORM DRAIN CATCH BASIN AngcorteS,WA 98221 SDMH STORM DRAIN MANHOLE 360,588,1592 �; SS SANITARY SEWER C�± S MH SANITARY SEWER MANHOLE LEGAL DESCRIPTION STA STATION W WATER LOT 6 OF ANACORTES SHORT FLAT NQ. 0 DIAMETER ANA-94-003,AS APPROVED FEBRUARY 15, 1996, -,>', - - ,. AND RECORDED MARCH 5, 1996,IN VOLUME 12 OF SHORT PLATS,PACES 78 AND 79,UNDER _ EN ARK. AUDITOR'S FILE NO.9603050070,RECORDS OF REGION MAP +�„ `' SKAGIT COUNTY,WASHINGTON;BEING A (NTS) = VERTICAL DATUM:(NAVO88) PORTION OF THE NORTHWEST 1/4 OF THE NORTHWEST 1/4 IN SECTION 27,TOWNSHIP 35 NORTH,RANGE 1 EAST,W.M. HORIZONTAL DATUM:NAb83(201 1) BASIS OF ELEVATIONS AND COORDINATES: SITUATE IN THE CITY OF ANACORTES,COUNTY GNSS WITH RTN CORRECTIONS FROM WSRN OF SKAQIT,STATE OF WASHINGT( N. r. * PROJECT BENCHMARK:BRASS DISK IN SHE INDEX: MONUMONT CASE IN CUL-DE-SAC,REFER TO MAP Cl COVER SHEET C2 STCRMWATER SITE PLAN TEMPORARY BENCH MARK: C3 EROSION CONTROL PLAN C4 S>,NPPP&TESC DETAILS NAIL IN STUMP IN BACK YARD OF SITE C8 SITE PLAN CROSS-SE'GTIONS ELEV:86,42 C6 RETAINING WALL SECTIONS&DETAILS Ilr"14011 LERVIK_ E`NGI ERING .��' � PQ B9X 84 ANAeORTES.WA 98221 _ - ZA0.588.15J2 . , 327N) GESEL.L RESIDENCE 5l Q;b so.tir VICINITY MAP v �s'aNAi., , . _ 3007 ME12IOIAN COURT,ANACORTES (NTS) DATED:24 MARCH 2O20 COVER SHEET 1 i • , 1 1 A PORTION OF NW 4 OF THE NW 4 SECTION 27, TOWNSHIP 35 N, RANGE 01 E jl -�aa4r. TOP OF WALLHTOP OF WALL C6EY:87,0 @LFy,p8,0 TOP OF WALL TOP OF WALL :.REV:40.0 elflVt92.0y TOPo WALL .: :; P 108684 c96). �9 PLEV 914 _ /;: )0, S88°01112"E 134,88' 411; ' 3005 MERIDIAN COURT - - )15 _ 9 1 W3wow, ♦ ♦ • -moo , .. f • • ` r 4 i • i . • +� •• / ♦ • • • • ♦ • i • • 4...........c• • • ` J + ♦ • • • • • • • ". •♦ • • •• •• •♦ •• , •• ` • • ••� —� •• •• • • . • • _____:, • • • ♦ - + ♦ / . / A • •. ♦- • ,► .�` :2,4„......710:plv_olwW2.40AL:, • a . a ♦ • • ♦ • illkik \�, —' • + r��nn I p1, • • 4Fw • • • ♦ C.) ��-� \ �� , R •'� • • i 1 / N 4 --, \ " /N ----- -'-- I .-< . _.......• * • . . * 1 9 i . •\ . • / A \ . ••• •. ♦ •• •• k T° °' WALL SCALE 1 =20 CAN • • • • • • I . \ _ I ♦ ♦ • • • • 0 .>,% %/.f.////1fV4//f /4 -� 'is TOPO WALL V 20 FIN'840 ' • V-) • • • *ie. oI / l/ ! ♦ ♦ ♦ ♦ :111 y.. 7...,„Achvir„- ,. -•ram is ', ___\ ��. • • ♦ - "♦ • ,.. ..1 • • • .�' ` ] m•- \ .. `._ • ♦ i� • • ♦ • - —.1-' )'i� :TOP OF WALL SEE SHEET C FOR lik: ' �7 C T ELEV.88,0 r`,'i� • • �► I' \ = _,� .• RE 1AlNIh1G WAf.I_ • six '~ '� ����� � ♦ S x • w` .• "� — SITE CROSSµSECTIcNS vn �, ,,�. I •. \ • ♦ __'?1 per, �, • - -� .. ��. }�' AREA_;=1$C1�4 SF \ r� `` �. CORRESPONDING TO THE � �,1� �-.. _`... .,I, • • • • •.- w � TOP OF WALL . 9 �.✓s '`• w • ` , .� n .- -; _ - _ - �I ,,...♦.. ♦•♦ +• r • • • •.. • • . • • EL�V:B7.0 11. 11 II ` 11 - • • • 14 • • ,a - lk - .�: �, :�. -- - - . _ N-SANaEWMARKES I� ii. f" ` ;.... • . ♦ , \ \ i „. . . • . . .- ♦ • '. p - SEE SHEET C6 FOR . •• W`- 012 t 0%7 TOP Of WALL ABLE . r�. . , ,� \ . .. . .'�. . . r � RETAININGWALL PROFILES cal _ _ N (L.0N si 0,::: . . . . . -;,, .. 11 , ....:;± `Al " 1 w • • [!� \ \ _ .• • ♦ 4.. • ♦ • W R' .• ea�-� •V L$V:89.0 1 - / • •tn• ;.c4 se H. • •.„• ,- ,o • • i • • ♦ • ✓i;'^) • • • • • ♦ . - • + • / -, •• r. �,..•�„ 4 ._ .. r41 F ." ��_ -• 1 . • •• • • s ♦ • � -. �i w' "i roP OF WALL r.......... ........7. 7V' - • • C • • • f ♦ • •- �- - - •� • ELEV•84.04, ir i b„,, , li • IS.., ' • • • ili `' ♦ - • • - . --. _ - /r_; � ,v \ - • ♦ • , 4 . ♦ • ♦ • ♦ • ♦ r • • • ♦ • -.8i�r ,8' CC3N , SIp�WALK\ �TH OURS & GU 11 Eft •�• • ♦ ♦ • • • r • • ♦,�• • • ♦ ... • ♦ - .- . . • . - •• _•; • • •. • • r • • • I ..• 1. -. ,r�Iy+'.�_ • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • *. - .7 1:1 autteR LINE - / ', • ♦ • • • • • • ♦ . • • • • ♦ • • I. • • • • •♦ • • I, • • • • • • •• ♦ •••-• • • • I 3s V S •• SO♦ ♦ • • • • - • • • i' . • f • ►^�♦ • • • • • • • ♦ • • .- + • • w • • * • • ♦ • • -+ ,.. ` i` I-t•�1/4 • • c�� TOP O WAlk i:?709 z' •+ • • • • • • • • • • • • • ♦ • • • • • • • • •�• ..\ ► . • • • •i-a`+ • ♦ * • • • i • i I -. ELEY 8`tb 'p ,- `;' 1 // / .' ,/!. ��i.i,i • , • •• ♦ ♦ � 4, ♦ w r_ .*,.. ♦ ♦ y .. ♦ . ., \♦ • • . " • •�• +`© f • • • • • • • • • • • • ,I '�$+��I'IX7[w 1 F��� � we...4 4.1 N87°59'06" 177.89' _ . .� DATED: 4 MARCH2020 4' PIA, BOULDER ('''�''� 1 TOP OP WAIL i-._-_ TOP OP WALI, r ELBVt 76.0 "� '�„I!�• TQP Op WA L ELEV:77.4 EL@VI Ye.' "dret.=".�'r"■;� TOP OR WALL L "` AREAS FAR APPLICATION BAP T5.1 • f .•. .• ! •v P108682 ` 3009 MERMAN COURT _ .: (9,;500± SF) • • • • • • •e • • BMP TM:13:Post-Construction Soil Quality and prevention. resources and critical areas, to be reapplied to compost that meets the definition of construction, Maintenance Depth Applications and Limitations other portions of the site where feasible. "composted materials"in WAC 173-350-1 00. 2, Amend existing site topsail or subsoil either at • Establish soil quality clod deppth toward the ! Purpose and Definition Establishing a minimum soil quality and depth is • Soil quality. All areas subject to clearing and This code is available online at; default"pre-approved"rates, or at end of construction and once,established, Naturally occurring {undisturbed) soil and not the same as preservation of naturally grading that have not been covered by http;//apps,leg.wa,gov custom calculated rates based on tests of the protect frgrn ecrrmpaction, such qs from large vegetation provide Important storrnwater occurring soil and vegetation. However, Impervious surface, Incorporated into a /wac/defciult,aspx?cite= 173-350 soil and amendment, maichiriery use, and from erosion. functions Including: water infiltration; nutrient, establishing a minimum soil quality and depth drainsage facility or engineered as structural fill The compost must also have an organic matter 3, Stockpile existing topsoil during grading, and • Plent vegetation and mulch the emended soil sediment, and pollutant adsorption; will or content of 40%to 65%, and a replace It prior to planting, Stockpiled aria after installation. sediment and pollutant blofiltretion; water provide improved on-site management of slope shall.at project completion, demonstrate c rrtbon to nitrogen ratio below 25:1. topsoil must also be amended if needed to • Leave plant debris er its equivalent on the spit interflow storage and transmission; and stormwoter flow and water quality. the following: The carbon'to nitrogen ratio may be as high as meet the organic matter or depth surface to replenish organic matter. pollutant decomposition, These functions are Soil organic matter can be attained through I. A topsoil layer with a minimum organic matter 35;1 for plantings composed requirements, either at a default"pre-approved" • Reduce and adjust, where possible, the use of largely lost when development strips away numerous materials such as compost, content of!0%dry weight in planting entirely of plants native to the Puget Sound rate or at a custom calculated rate. irrigation, fertilizers, herbicides ,and native soil and vegetation and replaces it with corn posted woody material, blosolids, and beds, and 5%organic matter Content in turf Lowlands region. 4, import topsoil mix of sufficient organic pesticides, rather them centinuing to implement ' minimal topsail and sod, Not only are these forest product residuals, It is Important that the areas, and a pH from 6,0 to 8,0 or b. Calculated amendment rates maybe met content and depth to meet the requirements, forMerly established practices; important stormwater functions last, but such materials used to meet the soil quality qnd matching the pH of the undisturbed soil. The through use of composted materials More than one method may be used on landscapes themselves become pollution depth BMP be appropriate and beneficial to topsoil layer shall have a minimum depiih meeting{a,) above;or other organic materials different portions of the same site, Soil that generating pervious surfaces due to increased the plant cover to be established, Likewise, it is of eight inches except where tree roots limit the amended to Meet the carbon to already meets the depth and organic matter use of pesticides, fertilizers and other important that inverted topsoils Improve depth of incorporation of nitrogen ratio requirements, and meeting the quality standards, and is not compacted, P F N ; landscaping and household/Industrial soil conditions and do not have an excessive amendments needed to meet the criteria, contaminant standards of Grade A does not need to be amended• chemicals, the concentration ofRVIK -�� percent of clay fines, Subsoils below the topsoil layer should be Compost, Local governments are encouraged to adopt - and This BMP can be considered infeasible on till sail scarified at least 4 Inches with some The resulting soil should be conducive to the guidelines and procedures similar to those pet wastes, _ �, -- I pollutants that accompany roadside litter. slopes greater than 33 percent, incorporation of the upper material to avoid type of vegetation to be established. recommended in Guidelines and Resources For Fro sox 664 AeAcoR-rE WA 96221 360.588,1502 Establishing soil quality and depth regains Design Guidelines stratified layers, where feasible, Implementation Options: implementing Soil Quality and Depth BMP greater stormwater functions in the post • Sail retention, Retain, in an undisturfoed 2. Mulch planting beds with 2 inches of organic The soil quality design guidelines listed above T5,13 in WDOE Stormwater Management GES ,LL RESIDENCE development landscape, provides increased state, the duff layer and native topsoil to the material can be met by using one of the methods Manual for Western Washington, This document treatment of pollutants and sediments that maximum extent practicable, in any areas 3. Use compost and other materials that meet listed below: Is available at: 3007 M ER I Q IA N COURT, A N A C Q RTES result from development sand habitation, and requiring grading remove and stockpile the these organic content requirements: 1. Leave undisturbed native vegetation and sail, http://www,sollsforsalmon,org/pdf/Soli_BMP _ -_ minimizes the need for some landscaping duff layer and topsoil on site in a designated, a. The organic content for"pre-approved" and protect from compaction during Manual.pdf chemicals, thus reducing pollution through controlled area, not adjacent to public amendment rates can be met only using STO Rt�1WATR SITE PLAN A PORTION OF NW 4 OF THE NW 4 SECTION 27, TOWNSHIP 35 N, RANGE 01 E P 108684 4 \8 8� 3 c6 \ 9 o 3005 MERIDIAN COURT C+3 as o` f \ @` -?-eOB p8 ,AilyO I IL \ \ N _ i0 - 3--- \\ , -----•-. "---_, ,„_. OSTOCK r .-0,.. ..r., \ '', '/. '/. '/. '/. 0-1 ; '/ 0 0 0 0 \ :MOM I -> N N - Z Z 'Z''X-,, .111' ,' �F 1 CATV % % % % . � ' \ \ \ \ ' \ a1-L'-"N"-- I �' 0 �/ 6 1* 0'1l�il\�1 \_. \ 1\ \if % ii %\ GRADIENT TERRACING ,� % % % % � �♦e�, >� BMP C131 / \ Ify # # t' • \/ / 4411te"o"460' ,,, --1. • --- ----' o 0 0 0 /, 'ri: r GRAVEL vi IP / % / % % '.��A; Cii�` .'�CONSTRUCTION � t; ._ ENTRANCE �� l olLii% � „,. I .\ N N \ ' ' ' % % # \ \ \ \ AIf \ /. % '/ % T / / rV ,41 0 / i /\ � ' / / % % % � \ / � \1 � ' / •' // • �/ ' � / / / / / / I �.+ � 5'CONC.SIDEWALK ' ', / � / . / / / / . ' 0 % % %N0 -% % %' WITH CURB&GUTTER I1 ' - % ,.% / %, % % % % % %% '/- %� % % GUTTER LINE / `�>/ '// %, / ' '/. '// / '// '/. '// '// '/ '// '//- '// '/ 0.. ''/ / '/. '// '// ''/ '// '// Y '// %' I ' ' % % % 'i / ' ' % % % % % % ' % % % % ', % % , \% % % / ' i ._, .fir-V r / / %. % / % 7 % % % % 0 % / ' % 0\. --..... .=, SCALE / -4'DIA.BOULDER INLET PROTECTION A BMP C220 GRADIENT TERRACING 0 20 P108682 BMP C131 3009 MERIDIAN COURT (# ORANGE CONST. FENCE (BMP C133) OB , 0g 47, SILT FENCE (BMP C233) sr , g1P--. SI(,N1i,1''6 PRESERVED VEGETATION % % 0 % % / DATED:24 MARCH 2020 AND/OR SOIL STABILIZATION i BMP C101 & BMP C121 RFN: STRAW WATTLES (BMP 235) C, — - � V I T N I N R I G P4 BOX 684 ANACORES, WA 98221 38 .688.1592I G€SELL RESIDENCE 3007 MERIDIAN COURT, ANACORTES TEMPORARY EROSION AND SEDIMENT ly CONTROL PLAN _ .. ._ - - .. • . .. . r z_ y. ._ .i � �i DRIVEWAY SHAI,LMEET THE A PORTION Of NW OF THE NW SECTION T, TOWNSHIP 3 N , RANGE- 01 E REQUIREMENTS OF THE PERMITTING AGENCY TESC Element #1: bemdrt&ion of Clearing Limits Soil stoelaliiles Must be stdbilizeti drill protected with sediment trapping Reconimendeci BMPs ����) IT IS REEOMMENDED THAT THE Prior fo beginning earttedisturbing activities; iricluding clearing and grading, measures, BMP C151: Concrete Handling � ��� Iilt��(�;���� ENTRANCE BE CROWNED SO THAT all clearing emits will be clearly mcirked, both in the.Feld and on the plans, to Avddable BMPs BMP C152: Sdwcuttirig and Surfacing Poiluilon Prevention �' RUNOFF DRAINS OFF THE PAD prevent damage and offsit®'Modals, BMP C120' Teinpaorary and Permanent Seeding See Volume IV-Sdu-rce CoAtrel BMPs ���+` �di • • a BMP C121. MdlChing The Contractor for the protect shall obtain a copy of ®@partrr119r1t of IV ` ` Reoomm : High is1Ps''@ � �� 1� BMP C103: High Visibility Plastic or Metal nee BMP C122 Nets antl fllarikets €eologyi's Sfdrrrrwater Mdnr�gemertt Mgnugt for Westerly Wd:hingiton Volume y/ BMP 0233: Slit Fence BMP C123{ Pla3ha CoVering IV SdUrde CornealOMPs: 1/� +►� `► ►. BMP C124! Sodding �� r= �` i p• �� T€SC Element-#10 Control De Watering I�� ��[�I A �'� �.� �� �� �` 100' MIN TESC Element#2: Gonstiuction Access Renee , II 49,1 d . . BMP C1�5 Topsoiling ' ,1 -4. _ _ � . ,� " • ` Construction vehicle access will be limited to one route. The access point vill p- b j No de wcitenng (s anticipated for this proJeet. fiESC Element #61516 a Prestectitan & Stq i fiction be stabilized with quarry sperlls or crUshed rock to minimize the tracking of TESC Element#11: Maintain BMPs ��.I�� '� �� ts� �� sed!meni onto public scads, Cut and till siopei will be designed, constructed and mointerined In a manner 1.- ��-•-�� fihtit will n�lnimizt erosion. All temporary and perrnaneht erosion and sedirilent control BMPS Will be ��r , w �''� �r S . ` • Public roods shall be cleaned thaatoughly at the end of each day: Sediment maintained drid repaired as needed to assure continued periotitlhee of INSTALL DRIVEWAY CULVERT <a a � shell!be removed from toads by shoveling or pickup sweeping end Shall be Recbrtit tended BMPs: their Intended function. IF ROADSIDE DITCH PRESENT �� •-�:�k � p� returned to the project site. BMP C120:1einpordry and Permanent Seeding r All maintenance and repair will be oondyr.tgef in aaeorsta�nca with OAPs, �j►~� , X Recommended aMPs BMP C130: Surface Roughening Sediment control BMPs will b o f e inspected after a runoff-j?.rodueltig storm 4" = 8" QUARRY SPACES -ig: ��`•# BMP 0105: Stabilized Ceiristri3etion Entrance TESCtElernent #7: Drain Intot Protection event during the dry season and daily dering the wet Season, All temporary Atli �► 15' MIN BMP C101: Construction fsadd/Parking Area Stebilizatign erasion and sediment aonircjl (31 APS will be removed within 3f)daj+8 after final 441; • Drain inlets installed by this project will be protected fro_m sedlment,leden site§tabilizailon is acl;leved or after the terl?porary BMPS dry r;a lahper GEOTEXTILE - TESC Element-#3: How Rote Controls flows. and directed to-sediment trapping facilities. - needed, • Properties and wdterwdys ddwnslream from the proposed site devetopreent No drditt Inlets tyre proposed for this project. Trapped Sediment will be ten-levee Ar stabilized on site, 12" MIN PROVIDE FULL WIDTH OF will tie prote'bted front erosion due to increases in.the volume, Velocity, and TESC Element #Sl Stabilize Channels and Outlets Disturbed sots dregs resulting from re gyal a€LAMPS or vegetation will be peak flow rate of storm water runoff from the project site, by meeting or mg INGRESS/EGRESS AREA exceeding the DOE hidnddted runoff quantity and quality requlramenfs, rrlt�rsehtty stabilized. �1a A Alttempordry on-site Conveyance channels and aheetflgw surfaces shall ge per /0 TEMP ORARY GRAy 1. CONSTRUCTION ENTRANCE SNIP C10 constructed and 'stabilized to prevent erasion fear the expected Velocity of TESC Eiernent #12: Manage the I?rpieet NoflQ prgp6sed, bow7►§tream propetties and roadways are fully stabilized flow kern a 2 year, 24-hour frequency storm for the developed conditign, Mr Not to pule and unlikely to experience erosionas a result of r4rrtgft-tT9m this slle; Stablciiatlon, Including armoring material, adequate to prevent erosion of The pthject will be conduct to prevent, to the maximum extent JOINTS IN FILTER FABRIC SHALL BE SpLI�EIa T SC Element #4: Sedirnenf Cfahttols slopes and downstream reaches will be provided for all designed practicable, the transport of sediment from the deselopment site during conveyance systems and sheettiow surfaces. construct(tirl. Revegeiahon of exposed areas and Maintenance of AT PASTS, USE STAPLES, WIRE RINGS OR Briar to leaving 6 construction site,Storm water runoff from dIstyrbed Areas vegetation Will be an integre; part of the clearing activities. EQUIVALENT TO ATTCH FABRIC TO POSTS will pass through an appropriate sedirrlent removal BMP. No channel ale proposed for this pro1ecf, Based on the information provided, and/or Ieget weather oondllfons, the Runoff from fully stabilized areas may be discharged without a sediment TESCElerrient 49: Control Pollutants local pemilfiting authority may expand or restrict the s€rg5onal Ilrtiitation on I, „ removal BMP, but Must meet the flow control perfprmpnce standard of TESC site disturbance. If, durng the course of QnyeL�nstruallcan activity or soil x2 BY 14 GO. WIRE OR All pollutants, including waste materials grid demolition debris, that occur Element *3. disturF�arice dUiing the seasonal !imitation peeled, 'Madan runoff leaving the EQUIVALENT, IF STANDARD STRENGTH on-site during construction will be handfed and dispgsed of In a manner thot construction site Causes a violation of the surface water quality standard 9r if _ . .. = — R en a Ps ecomm d d BM dares not Rouse contamination of storm Water. Cover,containment, grid ., FABRIC IS USED [j -.• clearing and rdding limits or erasion and sod:pent control rrmerasUre@ shown \\\ protection front vandalism will be provided for oil chemicals, liquid products, g f in the Room ed purl are net mgfntginea, file local g • IF t ` BMk' C101: Pr`eservfrig Natural Vegetdii6n peflroietim products,and noneriert wastes present gn the site (see chapter fake enforcdmetit action, including, but not IimflQd oeel notice a6ftvia�lafi violation, "N� BMP G23$: Slit Feriae 173 304 WAG for the iefinition Of inert waste); adrtiinistrativearder; penalty, or slap svgrk order, FILTER FABRIC Y BMP C235: Straw Wattles Maintenance and repair of heavy equipment qnd vehicles involving sit • BMP C240: Sedifnerit Trap The faillowiing activities are exempt fr9m the seasonal glegririg and grading 1 changes; hydraulic system drain dawn, solvent and dez9reasing Cleaning lirhllallbris 1 24" MIN T€SC f lemeni'#5: Sall StatSilitatfbh operations, fuel tank drain down and removal, r lief other activities which \, may result in discharge or spillage Of pollutants to the ground or into storm 1. Routine Maintenance grid pepes1sgry repair of erosion oriel aedlment All exposed and 'oh-worked sbila will be stabilized by gppifcgtlon of effective water runoff Must be conducted ustrig spill prevgnti9n rrieasureg, such as drip oonfral 13MPs and; BMPs, which will prefect the soli from the erosive forces of raindrop impact, pans. • /• /� - 11 flowing water and wind erosion. • 2. Activities where there is one hvndrad p runt Inflitrptlarm of surface \ <\ - Contaminated sutfacas will be a;leyaried Immecllptely fgllowling any discharge water runoff within the site in approved pied Installed erosion and t —� ���� r From October 1 to March 31, no soils will remain exposed and un-worked for or spill Incident. Emergency repairs shall employ lerpporary plastic sheeting sediment control facilities, � /f��`��\ \����/\�\f� \;V \/� �� more then 2 days. This condition applies to all soils on site, whether 9t final placed beneath end, if raining, over the_vehicle. �\ ��/f/� �//l %/�� ��/.t /i.� �i1\�. 9fade 4r not. All AMPS will be inspected, rriginialn d, and repair®d qe needed la assure A �, �� /A �' ApPlictttion of dgricultureil chemicals, including fertilizers and pesticides, well continued perfOrmaince.of their.intended function. Whenever InspeatIon MINIMUM 4"x4" TRENCH '� \�/,� �/ /\ P p. dpp. � _' and/or monitoring reveals that the BMPS identified In the Conitwollan SWPPP Ar2pticable ractices include, but are not to, tom ,orgry cin be;cot5itucted in a manner and Of a' ilcation rates that Will not result In the � 1 MIN 1\/� / � g. gcovering, d-0------- b MAX = ��� permanent Seeding, sodding, mulchin , plastic the early conveyance of sh¢mficai into sforrri water runoff. Manufacturers are inadequate, due to the actual �lischgrge of or potential tty ellsaharge a application Of gravel base on areal5 to be paved or grguelea, Lind dust recommendations will be followed for eppl•�gtion rates grid procedurag, significant amount of any pgltyfant, fhe=SWf'PP will be modified, as BACKFILL TRENCH WITH NATIVE SOIL csntfei: Management of pH•modifying sources will prevent contamination 9f rurlpff appropriate, ill a timely manner. �� �� pp qp a of and storm Water collected oh the site.These sources include, but are not OR i WASHED GRAVEL h • ��� � � '^- Soll stabilization measures selected siioulcl bz a r state for the tiro„ , fly ash, new concrete�ucrshing gpmd This Construction SWPi'd wall be retained orr_sfte or within regsot9alale tlacscs year,site conditions, estimated duration of use, and potential water quality limited be, bulk cement, cement kiln dust, canna Wafers.waste streams generdtecj from cagcrete grj icjillg And •ggwing, to the site: The Construction SWPPP Will of mQdifIed whenever there Is a in�(?gcts lhat`siabil'�zgtiori agents retry haYve on downstregrn wQiers gr ground s u significant change in the design, con§lfuclign, operation, or Maintenance. of POST SPACING MAY INCREASEDN exposed aggregate processes, and concrete pumping and mixer waT hp,t TO 8' IF WIRE BACKING IS USED 2"x2" WOODEN POSTS, STEEL FeNCE water, waters. any BMP. POSTS, OR EQUIVALENT T€SC Eteitient #13: Pfatedt Low=imppet pev@lpprnent BMPs __- NO LID BMPs are proposed for This project, 62 SILT FENCE DETAIL (BMP C233) NQt to SC�fR _ — -. I 1 -- Catch Basin filter insert GullyWasher Filter Sack (QRL Code 3001 ) ,, by Aqua Treatment Systems, Kent WA , i10 '';} '° or appoved equal ft'` J ,_ 1 f Crawl ( 12" Min. Depth) Mill /le-::. y J r ' br, nr?..- i .-tiv-s_rott-b° 0 9- cz43(10 ..341.airfo)t- L. fi iet. ..-ati$, iY r DATED; 24 MARCH2020 ~J F_____ _____ .1 PrN : ,1/4,,,,,,, ,,,,s_ .7- . , . . . . . _ _, _ . __ ,.... _,. _ Filtered Wer Catch Basin `LERVIK EYGINEERIG - R4 BOX 684 ANA001 T : WA e8221 - 3(30.588.1592 0 INLET PROTECTION (BAP C220) _ • E E�� I D N "°tt° goal° 3007- MERIOIf i COURT, ANACORTES 4 TESC (E. AiLS & SWPPP , . - . _--) 1 A PORTION OF NW :14 OF THE NW :14 SECTION 27, TOWNSHIP 35 N, RANGE 01 E ,.. I / ill ' ---' 90• - •43 90 ______ r- 90 •90 / I ,7 -3 rt$ 313 .--"--- 93 g 1-; ----- i 1 85• 1 7 sy 1,3• b ii5 E / ../-----:1------- ------- / ---"- I 80• 80 79 -, -4: SO . - ( OS •79 0+00 1+00 2+00 0+00 1+00 1+35 CROSS-SECTION: W3-E3 CROSS-SE TION: 83-N3 "0 _ .„. •q 90 , ,f_. - v 90 85• •85 .c??.. 7 ---"" _-,----- 1 ......--- 4 , y - ..----- 3 , 85• ----- RO- ..------ •80 7 1 A ,---- .--" , g ../ , 0 80• 7 80 1 75• .75 ....a 75 -- - 4 - 1 75 70• -70 0+00 i+oo 1+35 CROSS-SECTION: S2-N2 01-00 1+00 2+00 2+3o CROSS-SECTION: w2.E2 80• ,7 •80 ,7 ,Ao 74 ' m 4 80• -80 75• •75 ....„-- .... ..----- /5. ------ •75 0+00 CROSS-SECTIONi+oo 1+35 :S1-N1 g ,___— - _ PFN: 4, ..,......- sir% LERVIK ENGI1\- EERING 70• •70 4 , PO BOX 884 ANACORTES, WA 9$221 3$0,5118,1592 _ GESELL RESIDENCE . •, 12790 2., 3007 MERIDIAN COURT, ANACORTES 0 FOO 1+00 2+00 2+25 5. ,, , 6 7 -------i I 67 ' •.',E,1q4-;mEc:c „,.;"- ‘1101‘14 L S'.. CROSS-SECTION:WI-El SITE CROSS-SECTIONS X - DATED.24 tv1ARCH 20k Q A PORTION OF NW 4 OF THE NW a SECTION 27, TOWNSHIP 35 N, RANGE 01 E - 95 95 " ' Typical Gravity Wall Section Internal Drainage Options I 90• j I •90 I 85 w'-""-1- 85 0.71 an , 83 t 0+00 1+00 1+25 1Iè ALL PROFILE: NORTH WALL Top block non woven geotextlle fabric (AASH74 glued t S book of lllty 2:1 VERTICAL EXAGGERATION Y m (AASHTO M208 Survroebility Class 3) Glass 2)glued to book of In comer of joint between adjacent blocks to cover vertical joints P%i MN' 45 95 Setback 1%"(41 nlm) away ftrolil wtllleurieca water dare aim blocks (!Se batter angle on wail) �r Nonwoven geotextile fabric■ql'• . (AASHTO M288 Survivability Cities 3)90• 90oi . 1101 A. `. 1 ► Dreinege eggregete(in wedge f op - - (DiiiIArmee aggregate i^ S1 1 11 I II :_1 �1'L between blocks,In vertical Core slot, In wedge between 85• ' ------"1. •85 f -t � ti^1 11 I ,1� ill 1 ,m and 19"(388 mm)bmhlnd blCoka) blocks and In vsttloel� �'{ , 411 LJ II I'I. I,j IJ I o c.,, , �' ` %imp. IIII:, i' Nonwxwen geotextile fabric S; Core slot) 80• -80 ;44, Ill I - (If specified by Engineer based on _ i t�.�_e l Mil e e .V.- 11 11 'II:ii . site soil conditions) I-.__ 111111111.1111111.111 ° ��d I s it: II-11I - /_ � -'.' RSTAIN@D SOIL Drain pipe(As specified) Drain pipe(As specified) 75 t - t a 75 '��,.' 1111111t1 11i11i'' I 0g+f,l '1 a,,,s Move blocks forward during installation 0+00 1+00 1*10 Exposed wall l�.ea t` I,,'-: to engage sheer knobs(Typical) Typ!aal Section-Option 1 Typical Section -Option 2 WALL,PROFILE: EAST WALL (Haight varlets with PO: '11,�1111INILJ 2:1 VERTICAL EXAGGERATION design) ►1...411 ilj;� itll'�l;' �- �� *":' G-tl III Dralnatane(AASHTO No,57 or equivalent) ` 85 , _ ` 85 u I i "ti to extend at Ieast 12"(305 mm)behind blocks 8h II:JL�I L..JJ �Uli Vie .'.'4.� all T 1 t[', .r, II_fl l n tin:ii i `,�. ..` lilt [1,1 l'_ dill wedge between adjacent blocks �Lt�a ' with e in-tone ai blocks) ill 80- r 80 '0ti T r r • Drainage Com osla r- . i,�+r .l1 h eta pill vertical core slot with relnatone g p 4,E�, a IiIILiji:in lid (PCblocks) i� d?� r j 1.... -- - `_ .14.44..v, ` t a,- I L 11i1t I Mldgla block(Typical) 'f REINFORCER y1 or 2 7 ,,tikl !ll If-17[r ) (Chirtlney drain) 75 �— 75 .w _ 4 II I 1 11Typical ran(Section 1 ;g��,a rP�nl ill- Sleek widths vary with design y t., S • ONE '. RETAIN SOIL linty death Si, ;IMPS; . SOIL 70 lr , , ,r �, II , 1niz_' Solid bottom block } b 4'1, V v '� BD 0+00 1+00 i ,>.I . t;r.•+.,ti-ta . a; .A 11 1 ]-III' Block widths very with design `tif' �yt J WALL PROFILE: SOUTH WALL „�,••-,••:1 '. .4_.� t l Ir; �1,L, ClMaxlM Drain ' . . Ir ,i I I .I,- � 1 I I Paat, S (0.7M or Maxltnum Elevation of Groundwater Rise) 2:1 VERTICAL EXAGGERATION - __ Trott ;e. $a5`t Iv,. ''. :f '4"y1 t iriln(As sit clfled by Engineer) c. a*. .,Z 24"(0 mm) �V 5' '.,,".1 btek 7I (Or ea&peopled) ill _ Leveling pad(As specified by fngineer) Drain pipe(As specified) Coarse drainage aggregate RE1'A4NING WALL NOTESI intended for poor-draining (AASHTO No,57 or equivalent) retained soils and/or areas with potential groundwater Impact II 1. RETAINING WALL SYSTEMS TO BE SELECTED BY OWNER elankat and Chimney Drain$oOtlon IN CONSULTATION WITH SUPPLIER AND INSTALLER. 2' RED-ROCK WALL DETAILS ARE PROVIDED BAS[ D ON This drawing is for reference onlIyy.Determination of the suitability and/or manner of use of ant detalle contained in*le document Is the sole reeponeibllity Of This drawing is for reference only.Determination if the suitability and/or manner of use of any details contained In this deriutnenl Is the epic reeponeibliky of the designenglneerofreoord,ninalprolectdesigns including allooneWctlnndetails,shallheRreParedbyalicensedprefeeaionalengineerusingtheSetUCl the design engineer of record,final project designs,including ell ennstruction deaths,shall be prepared by a licensed professional engineer vein°the actual OWNER'S STATED INTENT TO USE A PRODUCT SIMILAR conditions of the proposed site. conditions of the proposed site. IN DESIGN AND MATERIAL. INSTALLER SHALL FOLLOW - MANUFACTURER'S RECOMMENDATIONS, DETAILS, oRAWN8V ,• - JRJ Mom: _: a PRAWBOV J.J nne: /s ETC. AFPRO�Oem JRJ Typical Gravity Wall Detail REDI/ROCK APPRe' eaV JRJ _ Wall Drainage Options REDI RO K 3. WALLS SHOWN ON THESE PLANS ARE PRELIMINARY PATE P.11. 17MAR2018 064e1 Us 31 SOUTH,QHARIEVOIx,MI 49730 OS•22.2015 06461 U931 SOUTH,OHARL&VOIx,MI48720 " -- eRefT: - - Fria: - -- (a®e)24444e0 vltl leID . .nalNaltlerhdl•rucN,coln adaaY,' -• - rile - - (ea0I 737•e4oa sxr Soto. on01n9e1M0e•.dH.uN,c.m AND CONCEPTUAL, AND ARE INTENDED TO SHOW 1 of 1 1 Typical Gravity Wall Detail 031716.0K gAw,rydFio.eay!¢ 1 of 1 - 1 Wall Drainage Options 0e2215 dwg ymwu dl•,c.swal I THE GENERAL GRADING AND LAYOUT OF THE LAWN, RETAINING WALLS AND DRAINAGE SYSTEM, 4. INSTALLER SHALL ADJUST LAYOUT ELEVATIONS TO BEST MATCH EXISTING TERRAIN. 5. ALL WALLS SHALL BE LESS THAN 48"MEASURED FROM - BOTTOM OF BASE PIECE TO TOP OF CAP. .;,. 6. RETAINING WALLS ON CUT SLOPES SHALL BE NO 1frG I. PFN: .. _ - . CLOSER THAN 24"MEASURED FROM PROPERTY LINE 4 �' T = - TO FACE OF EXCAVATED SLOPE (BEHIND WALL). • ' t ` , L K ENGINEERING 7. RETAINING WALLS ON FILL SLOPES SHALL BE PLACED 1 ,r PO BOX 684 ANACORTES, WA 98221 380,588.1582 NO CLOSER THAN 12"FROM THE PROPERTY LINE. 3279n GESELL RESIDENCE 3007 MERIDIAN COURT, ANACORTES DATED:24 MARCH 2O20 WALL CROSS-SECTIONS yAND DETAILS