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HomeMy WebLinkAbout17828 83rd Dr Ne_BLD6402_2025 CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 17828 83RD DR NE Permit #: 6402 PERMIT EXPIRES 180 DAYS AFTER Parcel #: 00958500010400 DATE OF ISSUANCE. Scope of Work: Detached Storage Non-Habitable No water No electric Valuation: 15000.00 OWNER APPLICANT CONTRACTOR FERGUSON SHELDON H / Joy Flores Tuff Shed FERGUSON CAROL A 17828 83RD DR NE 17500 W Valley HWY 17500 West Valley Hwy ARLINGTON, WA 98223-4039 Tukwila Tukwila , Wa 98188 4258697771 4258697771 LIC: 601 645 132 EXP: 03/31/2026 LIC: TUFFSI*038RZ EXP: 07/02/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #: EXP: LIC #: EXP: JOB DESCRIPTION PERMIT TYPE: ACCESSORY STRUCTURE CODE YEAR: 2021 STORIES: 1 CONST. TYPE: VB DWELLING UNITS: OCC GROUP: U; Utility BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. 4/14/2025 04/14/2025 Applicant Signature Date Building Official Date CONDITIONS Gutters and downspouts required with infiltration system. See SD-140. It is the applicant/owner’s responsibility to ensure that stormwater runoff from new/replaced impervious surfaces will be managed on-site in a manner that does not adversely affect neighboring properties, including the City's right-of-way and/or easements and the improvements located therein. Adhere to approved plans. Permit shall be onsite for inspections. Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 04/14/2025 Building Plan Review $244.36 04/14/2025 Credit Card Service $7.33 04/14/2025 Processing/Technology $25.00 04/14/2025 Building Permit $375.94 Total Due: $652.63 Total Payment: $652.63 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail RESIDENTIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The following information is required for Residential: Single Family, Duplex, Townhomes, Additions, and Accessory Structure Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING: REQUIRED DOCUMENTS Proof of approved Zoning Verification City of Arlington Residential Permit Application Site Plan Architectural Plans Structural Plans Structural Calculations Project Specification Manuals, if applicable WSEC Compliance Forms https://waenergycodes.com/ Special Inspection and Testing Agreement, if applicable Deferred Submittal Request, if applicable 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following, a Deferred Submittal Request MUST be completed. Deferred submittals require separate applications, plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. Structural Masonry Spray-Applied Fireproofing Other - Specify: ____________________ I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. RESIDENTIAL BUILDING Type of Permit: Single-family Duplex Townhouse Addition/Alteration Accessory Structure IBC Construction Type: IBC Occupancy Type: Building Square Footage: Number of Stories: Square Footage Per Floor: B: 1st: 2nd: 3rd: Garage: Property Address: Project Valuation: Lot #: Parcel ID No.: Preferred Contact:  Owner  Contractor Project Scope of Work: Owner Name: Home No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Primary Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: MECHANICAL SYSTEM INFORMATION  Not Applicable Type of Permit:  New Installation  Addition/Alteration/Repair  Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of all appliances REV03.2022 Page 2 of 6 RESIDENTIAL BUILDING MECHANICAL PERMIT FEES (per unit) Type of Fixture No. of Units Cost per Unit Subtotal Model No. Additional Plan Review fees x $ 75.00 = Air Cond. Unit ≤100Btu/h x $ 15.00 = Air Cond. Unit >100Btu/h x $ 25.00 = Air Cond. Unit >500Btu/h x $ 50.00 = Air Handling Units x $ 15.00 = Base Mechanical Fee 1 x $ 25.00 = $ 25.00 Boiler <100Btu/h >3hp x $ 15.00 = Boiler >1 million Btu/h<50hp x $ 25.00 = Boiler >1.5 million Btu/h<50hp x $ 50.00 = Boiler >100Btu/h 3-15hp x $ 15.00 = Boiler >500Btu/h 15-30hp x $ 25.00 = Diffusers x $ 15.00 = Dryer Ducting x $ 15.00 = Ductwork (drawings required) x $ 25.00 = Evaporative Coolers x $ 15.00 = Exhaust/Ventilation Fans x $ 15.00 = Fireplace/Insert/Stove x $ 15.00 = Forced Air Heat ≤100 Btu/h x $ 15.00 = Forced Air Heat >100 Btu/h x $ 25.00 = Gas Clothes Dryer x $ 15.00 = Gas Fired AC ≤100 Btu/h x $ 15.00 = Gas Fired AC >100 Btu/h x $ 25.00 = Gas Fired AC > 500 Btu/h x $ 50.00 = Gas Piping ≤ 5 units x $ 15.00 = Gas Piping > 5 units (plus <5 units) x $ 2.00 = Heat Exchangers x $ 15.00 = Heat Pump-Condensing Unit x $ 25.00 = Hot Water Heat Coils x $ 15.00 = Miscellaneous Appliance - regulated by $ 15.00 x = mechanical code, not otherwise specified Pkg. Units ≤100btu x $ 25.00 = Pkg. Units >100btu x $50.00 = Range/Cook top-Gas Fired x $ 15.00 = Refrigeration Unit ≤100Btu/h x $ 15.00 = Refrigeration Unit >100Btu/h x $ 25.00 = Refrigeration. Unit >500Btu/h x $ 50.00 = Re-inspection fee x $ 75.00 = Residential Range Hood x $ 15.00 = Unit Heaters ≤ 100 Btu/h x $ 15.00 = Unit Heaters >100 Btu/h x $ 25.00 = VAV Boxes (Variable Air Volume, part of air $ 10.00 x = conditioning system) Wall Heaters - Gas Fired x $ 25.00 = Water Heater - Gas Fired x $ 25.00 = Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total REV03.2022 Page 3 of 6 RESIDENTIAL BUILDING GAS PIPING INFORMATION  Not Applicable Proposed Piping Material:  CSST  Brass  Galvanized Steel  Black Steel  Other _______________ Proposed Piping Size:  ½”  ⅝”  ¾”  1”  1½”  2” Distance from Meter to furthest Appliance: Total BTU’s of all Appliances: PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY – USE A SEPARATE SHEET, IF NECESSARY  SCHEMATIC IS TO SCALE  SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE: Any interior pressure regulators must be indicated REV03.2022 Page 4 of 6 RESIDENTIAL BUILDING PLUMBING SYSTEM INFORMATION  Not Applicable Type of Permit:  New Installation  Addition/Alteration/Repair Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) • Cross-Connection-Control may be required Proposed Interior Water Piping Size: ½”  ⅝”  ¾”  1”  CPVC Brass PEX-AL-PEX PEX Proposed Interior Piping Material: Copper Galvanized Steel Other _______________________ Proposed Exterior Water Piping Size: ½”  ⅝”  ¾”  1”  1½”  2”  PVC Copper PEX-AL-PEX PEX-AL-PE Proposed Exterior Piping Material:  PE PEX Other Schedule 40 ABS DWV Copper Galvanized Steel  Cast Iron Proposed Drain-Waste-Vent (DWV) Material: Schedule 40 PVC DWV Brass Other: ________________________________ Proposed Drain-Waste-Vent (DWV) ½”  ⅝”  ¾”  1”  1½”  2”  3” 4” Piping Size: PLUMBING PERMIT FEES (per fixture) Type of Fixture No. of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee 1 x $ 25.00 = $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = REV03.2022 Page 5 of 6 RESIDENTIAL BUILDING PLUMBING PERMIT FEES (per fixture) Icemaker/Refrigerator x $ 15.00 = Irrigation – per meter x $ 25.00 = Kitchen Sink & Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Miscellaneous – regulated by plumbing code, not x $ 15.00 = otherwise specified Re-inspection Fee x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink (bar, service, etc.) x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $ 25.00 = MODEL NO.: Water Heater – Tankless x $ 25.00 = MODEL NO.: Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total I hereby certify that I am the Owner Architect Engineer Contractor and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington, and the City of Arlington. Signature Print Name Date REV03.2022 Page 6 of 6 Description: ACCESSORY BUILDING DRAWING INDEX PROJECT NOTES S1 - PROJECT NOTES, ELEVATIONS 12' X 18' = 216 SQ FT S2 - PLANS, SHEAR WALL SCHEDULE 1. DESIGN REQUIREMENTS S3 - SECTIONS, DETAILS GOVERNING CODES: 2021 IRC Site Address: OCCUPANCY GROUP: GROUP U CONSTRUCTION TYPE: V-B RISK CATEGORY: I 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 12'-0" LENGTH: 18'-0" SIDE WALL HEIGHT: 7'-8 1/4" TOTAL HEIGHT: 14'-4 3/4" B. ROOF PITCH: 5/12; 29/12 C. BUILDING LOADS GROUND SNOW LOAD, Pg: 30 PSF Ce: 1.00 Ct: 1.20 Is: 1.00 Cs: 1.00 ROOF SNOW LOAD, Ps: 25 PSF ROOF LIVE LOAD: 20 PSF 16x8 VENT ROOF DEAD LOAD: 10 PSF LOFT LIVE LOAD: 30 PSF 12 LOFT DEAD LOAD: 10 PSF 2/12/25 5 D. DESIGN WIND BASIC WIND SPEED, V: 110 MPH 12 WIND EXPOSURE: C E. SEISMIC DESIGN CATEGORY: D1 29 F. SITE CLASS: D CLASS 'A' SHINGLES 3. ROOFING SCHEDULE A. ROOF SHEATHING SHALL BE APA RATED 7/16" THICK OSB, 24/16 RATED MIN., UNBLOCKED DIAPHRAGM. STAGGER LAYOUT PER APA CONDITION 1. B. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. C. 25 YEAR ASPHALT SHINGLES (U.N.O.). 14'-5" D. GAF FELTBUSTER. 4030 E. TYPE 'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES. 6067 WINDOW 3067 "4 DOOR DOOR F. TRUSSES SHALL BE SPACED @ 24" O.C. (303) 753-8833 1 G. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. TUFF SHED, INC. 3/8" SMARTSIDE 3/8" SMARTSIDE JUAN RAMIREZ, P.E. 7'-8 H. TRUSSES MUST BE BRACED ACCORDING TO THE LATEST EDITION OF THE OVER HOUSE WRAP OVER HOUSE WRAP BUILDING COMPONENT SAFETY INFORMATION "GUIDE TO GOOD PRACTICE JUANRAMIREZ@TUFFSHED.COM1777 S HARRISON STREETDENVER, COLORADO 80210 OF METAL PLATE CONNECTED WOOD TRUSSES" (BCSI) ENGINEERING DEPARTMENT 5% DOWNSLOPE FOR 10' I. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES'. MINIMUM ON ALL SIDES J. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN-PLANT INSPECTIONS. " FINISHED GRADE FINISHED GRADE K. TRUSS MANUFACTURER: TUFF SHED, INC. 2 1 5 12'-0" 18'-0" 4. WOOD FRAMING A. ALL HEADERS ARE HF #2 (U.N.O.). B. ALL WALL FRAMING MEMBERS SHALL BE HF STUD GRADE OR BETTER. TUFF SHED INC. C. STUDS SHALL BE SPACED @ 16" O.C. WALL A ELEVATION WALL B ELEVATION D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE. TUFF SHED ONLY. ANY E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS. F. SHEAR WALL MATERIAL AND NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. TUFF SHED, INC. THESE G. LAMINATED VENEER LUMBER (LVL) SHALL BE LVL 2.0E-2600 F WITH THE b FOLLOWING MIN. DESIGN VALUES: Fb = 2600 PSI, Ft = 1555 PSI, Fv = 285 PSI, F = 2510 PSI, F = 750 PSI, E = 2.0 x 106 PSI, SG= 0.50 CII C┴ 5. SOIL THESE DRAWINGS AND THE DESIGN ARE THEPROPERTY OF DRAWINGS ARE FOR A BUILDING TO BESUPPLIED AND BUILT BY OTHER USE IS FORBIDDEN BY AND THE ENGINEER OF RECORD. IT IS AVIOLATION OF LAW FOR ANY PERSON, UNLESSTHEY ARE ACTING UNDER THE DIRECTION OF ALICENSED PROFESSIONAL ENGINEER, TO ALTERTHIS DOCUMENT. A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 18" DEEP. VALUES ARE PER TABLE R401.4.1. B. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. C. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS OR UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER EP #: LIMITATIONS SET BY LOCAL CODES. SECTION R105. B. JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE STEVE FERGUSON 7. GENERAL NOTES A. INSTALLATION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, TREES, 2142583 23638 UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND SO #:Customer:Description:ACCESSORY BUILDING12' X 18' = 216 SQ FTSite Address:17828 83RD DR NEARLINGTON, WA 98223 PER GOVERNING REGULATIONS. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON 'STRONG-TIE' OR EQUIVALENT INSTALLED PER MANUFACTURER'S SPECIFICATIONS. STORE 170 D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS OF COMMON NAILS. 8. MATERIAL EVALUATION REPORT IDENTIFICATION 16x8 VENT A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER (425) 251-8833 12 ICC-ES REPORT #ESR-1082. TUKWILA, WA 98188 B. SMARTSIDE SIDING BY LP CORPORATION PER 17500 W. VALLEY HWY 5 ICC-ES REPORT #ESR-1301. TUFF SHED, INC. C. HARDIE PANEL SIDING BY JAMES HARDIE BUILDING PRODUCTS PER 12 ICC-ES REPORT #ESR-1844. CONTRACTOR'S LICENSE: TUFFSI*038RZ D. HARDIE PLANK LAP SIDING BY JAMES HARDIE BUILDING PRODUCTS PER 29 CLASS 'A' SHINGLES ICC-ES REPORT #ESR-2290. E. LAMINATED VENEER LUMBER (LVL) BY WEYERHAEUSER PER ICC-ES REPORT #ESR-1387. F. ASPHALT SHINGLES BY GAF PER ICC-ES REPORT #ESR-1475. Storage Buildings & GaragesCOPYRIGHT © 2015 TUFF SHED, INC. G. FELTBUSTER ROOFING UNDERLAYMENT BY GAF PER PROPRIETARY, ALL RIGHTS RESERVED ICC-ES REPORT #ESR-2808. Drawn By: JS H. HDU PRE-DEFLECTED HOLD-DOWNS BY SIMPSON STRONG-TIE PER 14'-5" ICC-ES REPORT #ESR-2330. Date: 1/9/25 I. SSTB ANCHOR BOLTS BY SIMPSON STRONG-TIE PER Checked By: JR " ICC-ES REPORT #ESR-2611. 4 1 Date: 2/12/25 3/8" SMARTSIDE 3/8" SMARTSIDE 7'-8 Revised: OVER HOUSE WRAP OVER HOUSE WRAP Revised: 5% DOWNSLOPE FOR 10' Title: MINIMUM ON ALL SIDES " FINISHED GRADE FINISHED GRADE PROJECT NOTES 2 1 5 12'-0" 18'-0" ELEVATIONS Scale: 1/4" = 1'-0" WALL C ELEVATION WALL D ELEVATION Sheet: S1 Sheet of1 3 CALC. ALLOW. CALC. ALLOW. SHEAR SHEAR SHEAR SHEAR FASTENER EQUIVALENCY NAILING SCHEDULE SHEAR WALL SCHEDULE LOAD LOAD SHEAR WALL SCHEDULE LOAD LOAD SIMPSON USP (lb/ft) (lb/ft) (lb/ft) (lb/ft) H2.5A RT7A CHORD SPLICE NAILING: (8) 16d NAILS EACH SIDE OF SPLICE. 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SSTB16-SSTB36 STB16-STB36 TRUSS BLOCKING: (4) 16d (TOENAILED) SMARTSIDE. SMARTSIDE. HDU2-HDU5 PHD2A-PHD5A A 12'-0" LONG TOTAL. (3'+3') = 6' AND 2b 203 223 B 18'-0" LONG TOTAL. 18' USED FOR SHEAR. 38 148 s/h=0.78 USED HDU8 PHD8 FRAMING NAILING: FOR SHEAR. NAILING: LUS24-LUS210 JUS24-JUS210 STUD TO TOP PLATE, (2) 16d END NAIL NAILING: EDGE: 8d COMMON @ 6" OC LS30/LS50 MP3/MP5 STUD TO SILL PLATE, (2) 16d END NAIL OR (4) 8d TOENAIL EDGE: 8d COMMON @ 3" OC FIELD: 8d COMMON @ 12" OC LSTA9-LSTA24 LSTA9-LSTA24 DOUBLE HEADER 16d @ 16" OC ALONG EACH EDGE FIELD: 8d COMMON @ 12" OC A24 TDL5 HEADER TO KING STUD (4) 8d TOENAIL OR (4) 16d END NAIL NO HOLD-DOWNS REQUIRED. H1 RT15 DOUBLE TOP PLATES, 16d @ 16" FACE NAIL H3 RT3A UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2021 IRC H6 LFTA6 TABLE R602.3(1). H8 LTW12 PROVIDE (2) MR-88 ANCHORS LOCATED H10 RT16A UPLIFT TRANSFER: PROVIDE SIMPSON H8 AT EACH END OF APPROXIMATELY AS SHOWN. PA51/PA68 TA51/TA71 TRUSSES. TOENAIL BLOCKING TO TOP PLATE: (3) 8d/BLOCK 150 ABA44/ABA66 PA44E/PA66E BC4/BC6 C44/C66 PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" A311 TDL10 PLYWOOD ON SHEAR WALLS. SMARTSIDE. SMARTSIDE. HST2 KHST2 C D 2/12/25 CALC. ALLOW. 12'-0" LONG TOTAL. 12' USED FOR SHEAR. 101 148 18'-0" LONG TOTAL. (2.5'+4'+4.5') = 11' AND 2bs/h=0.65 61 96 SDS1/4X3 SCREW WS3 UNBLOCKED ROOF DIAPHRAGM SHEAR SHEAR NAILING: USED FOR SHEAR. A34 MP34 ROOF SHEATHING NAILING: LOAD LOAD EDGE: 8d COMMON @ 6" OC NAILING: A35 MPA1 BORDER: 8d COMMON @ 6" OC (lb/ft) (lb/ft) FIELD: 8d COMMON @ 12" OC EDGE: 8d COMMON @ 6" OC CS18/CS22 RE200/RS300 EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC 37 167 FIELD: 8d COMMON @ 12" OC HTT4/HTT5 HTT16/HTT22 NO HOLD-DOWNS REQUIRED. CMSTC16 CMSTC16 END WALL SHEAR TRANSFER: SHEATHING AT END WALL LAPS TOP PLATE OF WALL BELOW. PROVIDE EDGE NAILING. REFERENCE END WALL ASSEMBLY/S3, OR BALLOON FRAME END WALLS. PROVIDE (2) MR-88 ANCHORS LOCATED SIDING TESTED TO MEET THE REQUIREMENTS OF SECTION APPROXIMATELY AS SHOWN. (303) 753-8833 R703.1.1, EXCEPTION 2 OF THE 2021 IRC. REFER TO INTERTEK TUFF SHED, INC. TOENAIL BLOCKING TO TOP PLATE: (3) 8d/BLOCK 150 JUAN RAMIREZ, P.E. LETTER REPORT NO. 104417961MID-001R1. JUANRAMIREZ@TUFFSHED.COM1777 S HARRISON STREETDENVER, COLORADO 80210 WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. ENGINEERING DEPARTMENT REFER TO ANSI/AWC SDPWS. TUFF SHED INC. TUFF SHED ONLY. ANY TUFF SHED, INC. THESE THESE DRAWINGS AND THE DESIGN ARE THEPROPERTY OF DRAWINGS ARE FOR A BUILDING TO BESUPPLIED AND BUILT BY OTHER USE IS FORBIDDEN BY AND THE ENGINEER OF RECORD. IT IS AVIOLATION OF LAW FOR ANY PERSON, UNLESSTHEY ARE ACTING UNDER THE DIRECTION OF ALICENSED PROFESSIONAL ENGINEER, TO ALTERTHIS DOCUMENT. EP #: STEVE FERGUSON 2142583 23638 SO #:Customer:Description:ACCESSORY BUILDING12' X 18' = 216 SQ FTSite Address:17828 83RD DR NEARLINGTON, WA 98223 B D B D B D B D 12'-0" 12'-0" 12'-0" DOUBLE TOP PLATES 2X4 SILL 3'-0" 6'-0" 3'-0" INTERLOCK AT 2'-0" 8'-0" 2'-0" CORNERS STORE 170 PLATE TYPICAL ALL WALLS (U.N.O.) 8 S3 6'-2" HEADER A A A 2 - 2X6 HF #2 A (425) 251-8833 TUKWILA, WA 98188 17500 W. VALLEY HWY 2'-6" 2'-0" 2-2X10 BEAM TUFF SHED, INC. SIMPSON T01 CONTRACTOR'S LICENSE: TUFFSI*038RZ LUS28-2 TYP. 3'-0" T02 2 - 2X4 HF #2 6'-0" T02 3'-1 1/2" HEADER Storage Buildings & Garages COPYRIGHT © 2015 TUFF SHED, INC. 2-2X10 HEADER 2-2X10 HEADER TRUSSES PROPRIETARY, ALL RIGHTS RESERVED 2-2X STUDS @ 24" O.C. 2-2X10 BEAM Drawn By: JS UNDER LOFT 4'-0" T01 Date: 1/9/25 BEAM BEARING TYP. 18'-0" 18'-0" 18'-0" Checked By: JR Date: 2/12/25 Revised: 4'-0" RIDGELINE Revised: STEEL FOUNDATION JOIST @ 24" O.C. WITH 4'-3" HEADER2 - 2X6 HF #2 1 7 3/4" T&G DECKING. ATTACH WITH #8 SCREWS 10'-0" S3 S3 Title: @ 8" O.C. ALONG ENDWALL EDGES AND 12" O.C. IN THE FIELD AND SIDE WALL EDGES. 2X4 WALL FRAMING STUDS@ 16" O.C. 2 REFER TO DETAIL 3 ON SHEET S3 S3 PLANS T01 4'-6" SHEAR WALL SCHED NAILING SCHEDULE C (1) MR88 EARTH ANCHOR AT EACH C C C Scale: 1/4" = 1'-0" CORNER OF BUILDING AND Sheet: APPROXIMATELY AS SHOWN. 4 ANCHORS TOTAL S2 FOUNDATION PLAN FLOOR PLAN LOFT PLAN ROOF FRAMING PLAN Sheet of2 3 SEE PROJECT NOTES FOR MATERIALS GABLE END WALL FRAMING ROOF SHEATHING NAIL TO INTERMEDIATE FRAMING ROOF SHEATHING GABLE END WALL PLATE TRUSS MEMBERS - REFERENCE NAILING UNDERLAYMENT SCHEDULE/S2 SIMPSON H8 NAIL SHEATHING PER SHINGLES PLATE ON INSIDE NAILING SCHEDULE DIAPHRAGM AT EACH TRUSS BOUNDARY TOE NAIL TRIM BLOCKING TO TOP PLATE PANEL EDGE IS NOT BOTTOM EDGE OF TOP SUPPORTED BY BLOCKING - SHEATHING PANEL 1 UNLESS NOTED NAIL TO PLATE 2 FASTEN END TRUSS- 2 2x6 UPPER TOP PLATE PLATE ASSEMBLY TO SIDING LOWER TOP PLATE W/ 2x4 LOWER TOP PLATE 16d @ 16" O.C. STUDS DRIP EDGE RAFTERS AND/ SIDING WALL STUDS OR TRUSSES SECTION REFERENCE NAILING SCHEDULE/S2 BARN SHED TRUSS ATTACHMENT BARN GABLE 6 ROOFING SHEATHING NAILING DTL 7 DETAIL 8 ENDWALL ASSEMBLY DETAIL 2/12/25 1. MANTA RAY SPECIFICATIONS: TOP PLATES TOP PLATES MR-88 HAND PAVEMENT BREAKER OR VIBRATION DRIVEN CRIPPLES (IF REQ.) CRIPPLES (IF REQ.) SIMPSON HST2 SIMPSON CMSTC16 SIMPSON HTT5 SOIL ANCHOR PART #S20355. SPACER (IF REQ.) SPACER (IF REQ.) WIDTH = 1.75" DOUBLE HEADER DOUBLE HEADER LENGTH = 6.25" 1'-9 1/4" BEARING AREA = 10 SQ IN 1'-35 " STUD STUD WEIGHT = 2.2 LBS " 8 NAIL STRAP DIRECTLY TO STUD 2 TRIMMER DOUBLE TRIMMERS ANCHOR RODS ARE 1/2"-13 GALVANIZED THREADED ROD. 1 INSTALLATION DEPTH = 3.0 FT AND COVER WITH SIDING 2 OR SILL PLATE SILL PLATE YIELD STRENGTH = 7.5 KIPS NAIL STRAP THROUGH SIDING ULTIMATE STRENGTH = 10 KIPS, 10000 LBS 2 1/2" INTO STUD AND COVER WITH TRIM WORKING LOAD: UP TO 6.75 KIPS NOTE: USE PDSMR88 DRIVE STEEL FOR OPENINGS UP FOR OPENINGS 6'-0" HOLDING CAPACITY = 3-4 KIPS (3000-4000 LBS) AT 2.1M (7FT.) TO 5'-11 1/2" UNLESS AND WIDER UNLESS (PULL OUT AT RECOMMENDED INSTALLED DEPTH = 1500LBS.) (303) 753-8833 TUFF SHED, INC. OTHERWISE NOTED OTHERWISE NOTED DEPTH IN MEDIUM DENSE SANDY GRAVEL OR VERY STIFF SIMPSON CMSTC16 SIMPSON HTT5 JUAN RAMIREZ, P.E. TO HARD SILTS AND CLAYS WITH BLOW COUNT (N) = 24-40. WITH 32 16D NAILS INTO STUD JUANRAMIREZ@TUFFSHED.COM1777 S HARRISON STREETDENVER, COLORADO 80210 2. MANTA RAY MR88-RA1 ASSEMBLY INCLUDES: SIMPSON HST2 ENGINEERING DEPARTMENT NAILING: ANCHOR WITH 3 FT (MIN. 2.5 FT IN GROUND) OF STEEL BENT AND PAINTED AT HEADER TO STUD - (4) 8d TOENAIL OR (4) 16d END NAIL THREADED ANCHOR ROD SPREADER PLATE AND NUT. 2ND HOLE WITH DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL ALL COMPONENT SHALL BE COATED FOR CORROSION 2-1/2" X 3-1/2" LONG SIMPSON HTT5, REFERENCE TABLE R602.3(1) RESISTANCE. LAG BOLTS INTO STUD 32-16d SINKERS USE 2" X 2" WASHER ON USE 2" X 2" WASHER ON 2'-11" 1/2-13 THREADED ROD " 3. SUGGESTED SUPPLIER: NOTE: 8 USE 2" X 2" WASHER ON HEADER DETAIL 1/2-13 THREADED ROD 7 5 FORESIGHT PRODUCTS, LLC SQUARE WASHER SHOULD 1/2-13 THREADED ROD NOTE: NOT TO SCALE 6430 EAST 49TH DRIVE SQUARE WASHER SHOULD HAVE ROUNDED EDGES NOTE: TUFF SHED INC. COMMERCE CITY, CO 80022 USA 1'-5" 1'-3 SQUARE WASHER SHOULD HAVE ROUNDED EDGES PHONE: 303 286-8955, FAX: 303 287-3866 HAVE ROUNDED EDGES TUFF SHED ONLY. ANY WWW.EARTHANCHOR.COM 4. BASIC INSTALLATION PROCEDURE: A. PILOT HOLE DIAMETER: TUFF SHED, INC. THESE 50-76MM (2-3 IN.). ONLY REQUIRED IN VERY HARD SOILS. B. USING PDS8818 DRIVE STEEL, AT LOCATIONS INDICATED, INSTALL MR-88 ANCHOR UNTIL TOP OF ANCHOR ROD IS 1" ABOVE GRADE. C. USE DRILL WITH LS16-15 LOCKING SOCKET TO TURN NUT UNTIL ANCHOR ROD HAS BEEN DRAWN BACK 3-4" OR A THESE DRAWINGS AND THE DESIGN ARE THEPROPERTY OF DRAWINGS ARE FOR A BUILDING TO BESUPPLIED AND BUILT BY OTHER USE IS FORBIDDEN BY AND THE ENGINEER OF RECORD. IT IS AVIOLATION OF LAW FOR ANY PERSON, UNLESSTHEY ARE ACTING UNDER THE DIRECTION OF ALICENSED PROFESSIONAL ENGINEER, TO ALTERTHIS DOCUMENT. TORQUE OF 5 FT-LBS (60 INCH-LBS) IS ACHIEVED. THIS 2'-9" MIN AFTERTENSIONING 2'-9" MIN AFTERTENSIONING TENSIONING RESULTS IN A CLAMPING LOAD OF APPROXIMATELY 500LBS. 2'-9" MIN AFTER D. CUT OFF ANY EXCESS ANCHOR ROD FLUSH WITH TOP OF NUT. 5. REQUIRED INSTALLATION TOOLS: A. COMMONLY AVAILABLE TOOLS SUPPLIED BY CONTRACTOR: 50 LB ELECTRIC PAVEMENT BREAKER WITH 1-1/8" X 6" CHUCK 1/2" ELECTRIC DRILL GENERATOR FOR BREAKER AND DRILL BOUNDARY SAWSALL WITH METAL CUTTING BLADE, OR 1/2" BOLT CUTTERS SIDE VIEW TOP VIEW EP #: NAILING B. SPECIFIC TOOLS AVAILABLE FROM FORESIGHT PRODUCTS: SIDE VIEW TOP VIEW PDS8818 DRIVE STEEL FOR MR88 ANCHOR (FORESIGHT #50220) LS16-15 LOCKING SOCKET (FORESIGHT #50202) STEVE FERGUSON 4 MR88 ANCHOR DETAILS 2142583 23638 2X SOLID BLOCKING BETWEEN TRUSSES SO #:Customer:Description:ACCESSORY BUILDING12' X 18' = 216 SQ FTSite Address:17828 83RD DR NEARLINGTON, WA 98223 #8 x 3" FLAT HEAD SELF-TAPPING SCREWS SPACED @ 24" O.C. STORE 170 3 4" APA OR TECO RATED ATTACH 7/16" OSB SHEATHING TO TRUSSES T&G FLOOR DECKING PER NAILING SCHEDULE. REFERENCE TABLE R602.3(1). 2" x 51 " STEEL JOISTS 2 @ 24" O.C. (550S137-054) (425) 251-8833 TUKWILA, WA 98188 17500 W. VALLEY HWY #10 x 3 4" HEX HEAD SELF-TAPPING TUFF SHED, INC. NAIL SHEATHING TO WALL STUDS PER SCREWS (2 PER TAB) CONTRACTOR'S LICENSE: TUFFSI*038RZ SHEAR WALL SCHEDULE T01 TRUSSES @ 24" O.C. T02 TRUSSES @ 24" O.C. VENT HOLES @ 24" O.C. 3/4" T&G OSB 2" x 51 2" STEEL TRACK FOR LOFT FLOOR EACH END (550T125-054) SHEAR TRANSFER NOTES: OPTIONAL LEVELING Storage Buildings & GaragesCOPYRIGHT © 2015 TUFF SHED, INC. 1. REFERENCE SHEAR WALL SCHEDULE FOR PROPRIETARY, ALL RIGHTS RESERVED BLOCKS NAILING AND HOLD-DOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR Drawn By: JS MATERIAL AND NAILING REQUIREMENTS. 2X10 BOTTOM CHORD Date: 1/9/25 " " 2-2X10 BEAM Checked By: JR 4 4 3 3 SIMPSON LSU28 Date: 2/12/25 2X10 BOTTOM CHORD 14'-4 14'-4 Revised: NAIL SHEATHING TO SILL PLATE PER SHEAR WALL Revised: SCHEDULE EDGE NAILING 1. STEEL SHED FOUNDATION: Title: 2" x 51 "-16 GAUGE STEEL TRACKS G140 ZINC COATED "4 "4 2 CEILING AND WALLS SHALL CEILING AND WALLS SHALL 2" x 51 "-16 GAUGE STEEL JOISTS G140 ZINC COATED @ 24" O.C. 1 1 2 BE LEFT UNFINISHED BE LEFT UNFINISHED (SUPPLIER: ALLIED STUDCO - JOIST: 550S137-054 / TRACK: 550T125-054). SECTIONS 7'-8 7'-8 2. 3 " APA OR TECO RATED TONGUE AND GROOVE FLOOR DECKING. 24" MAX 4 DETAILS PANEL SPAN. STAGGER PANEL LAYOUT. 2x4 STUDS @ 16" O.C. 2x4 STUDS @ 16" O.C. 3. FASTEN FLOOR DECKING TO JOIST & TRACKS USING #8 x 158" LONG MIN. SELF-DRILLING SCREWS @ 12" O.C. NO BLOCKING REQUIRED. ALL EDGES SHALL LIE ON FLOOR JOISTS. STAGGER PANEL LAYOUT PER APA Scale: NONE STEEL SHED BASE STEEL SHED BASE CONDITION 1. ASSEMBLY ASSEMBLY 4. FASTEN SOLE PLATE THROUGH FLOOR DECKING INTO JOISTS OR TRACKS Sheet: WITH #8 x 3" GALVANIZED SELF-TAPPING SCREWS @ 24" O.C. 5. ALLOWABLE FLOOR LIVE LOAD: 75 PSF FOR STEEL JOISTS CONTINUOUSLY SUPPORTED. 50 PSF FOR JOISTS ON BLOCKS AS SHOWN. " " 2 2 6. USE OPTIONAL CONCRETE BLOCKS AS REQUIRED TO LEVEL BUILDING: 15 12'-0" 15 12'-0" SUGGESTED SIZES: 2" x 8" x 16", 4" x 8" x 16", OR 8" x 8" x 16". BLOCKS UNDER JOISTS SPACED @ 8'-0" O.C. MAXIMUM. BLOCKS UNDER TRACK SPACED @ 4'-0" O.C. MAXIMUM. S3 SHEAR TRANSFER DETAIL BUILDING SECTION 2A BUILDING SECTION STEEL SHED BASE ASSEMBLY 1 2 3/8" = 1'-0" 3 3/4" = 1'-0" 3/8" = 1'-0" NOT TO SCALE Sheet of3 3 Structural Calculations for Site: Steve Ferguson 17828 83rd Dr. NE Arlington, WA 98223 Project: 12.0' x 18.0' Shed SO# 2142583 EP- 23638 Store: 170 Seattle 17500 W Valley Hwy Tukwila, WA 98188 Engineer: Juan Ramirez, P.E. Tuff Shed Inc. 1777 South Harrison St., Ste. 600 Denver, CO 80210 (303) 753-8833 JuanRamirez@tuffshed.com Date: February 12, 2025 2/12/25 Page 1 of 13 DESIGN CRITERIA Building Code: 2021 IRC Risk Category: I - Low Hazard Seismic Design Category: D1 Basic Wind Speed: 110 mph Wind Exposure: C Building Specifications Width: 12.0 ft. Length: 18.0 ft. Side Wall Height: 7.69 ft. Stud Size: 2x4 Stud Spacing: 16 in. o.c. Wall Sheathing: 3/8" Smartside Panel Roof Sheathing: 7/16" OSB Wall Wood Species & Grade: HF Stud Wall "A" Overhang: .0 in. Wall "B" Overhang: .0 in. Wall "C" Overhang: .0 in. Wall "D" Overhang: .0 in. Foundation: Steel Shed Base Anchor: MR-88 Anchor Bolt Diameter: .0 in. Roof Support Span: 12.0 ft. Left Overhang: .0 in. Right Overhang: .0 in. Roof Support Spacing: 24 in. o.c. Pitch: 5./12 Lumber: HF #2 Roofing: Composition Shingles Top Chord Live/Snow Load: 25 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 30 psf Bottom Chord Dead Load: 10 psf -30 Page 2 of 13 Page 3 of 13 Header: Wall A, Hdr 1 Top Chord Live/Snow Load: 25 psf Top Chord Dead Load: 10 psf Tributary Width= 1.50 ft. Bottom Chord Live Load: 30 psf Height of wall above Header= 6.0 ft. Bottom Chord Dead Load: 10 psf Moment= 9,857 in.-lbs. Reaction= 533 lbs. Header Size: 2x6 Header Size: 1¾x3½ LVL Number of Headers: 2 Number of Headers: 2 Header depth= 5.50 in. Lumber Header depth= 3.50 in. Lumber Total header width= 3.0 in. HF #2 Total header width= 3.50 in. LVL 2600Fb Header span= 6.17 ft. Fb= 850 psi Header span= 6.17 ft. Fb= 2600 psi Ft= 525 psi Ft= 1555 psi Bending Fv= 150 psi Bending Fv= 285 psi Sx= 15.13 cu.in. FcP= 405 psi Sx= 7.15 cu.in. FcP= 750 psi F'b= 1256 psi Fc= 1300 psi OR F'b= 2974 psi Fc= 2510 psi fb= 652 psi E= 1,300,000 psi fb= 1379 psi E= 1,900,000 psi Emin= 470,000 psi Emin= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors CD= 1.15 Duration CD= 1.15 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F'v= 173 psi Ct= 1.00 Temperature F'v= 328 psi Ct= 1.00 Temperature fv= 48 psi CL= 0.99 Beam Stability fv= 65 psi CL= 0.99 Beam Stability Good/No Good? O.K. CF= 1.30 Size Good/No Good? O.K. CF= 1.00 Size Cfu= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Ci= 1.00 Incising Deflection Ci= 1.00 Incising E'= 1,300,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member I= 41.594 Cf= 1.00 Form I= 12.505 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x) Allowable Deflection=.41 in. .31 in. Allowable Deflection=.41 in. .41 in. Δ= .10 in. .09 in. Δ= .24 in. .20 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Header: Wall D, Hdr 1 Top Chord Live/Snow Load: 25 psf Top Chord Dead Load: 10 psf Tributary Width= 6.25 ft. Bottom Chord Live Load: 30 psf Height of wall above Header= 1.50 ft. Bottom Chord Dead Load: 10 psf Moment= 13,140 in.-lbs. Reaction= 1,031 lbs. Header Size: 2x6 Header Size: 1¾x3½ LVL Number of Headers: 2 Number of Headers: 2 Header depth= 5.50 in. Lumber Header depth= 3.50 in. Lumber Total header width= 3.0 in. HF #2 Total header width= 3.50 in. LVL 2600Fb Header span= 4.25 ft. Fb= 850 psi Header span= 4.25 ft. Fb= 2600 psi Ft= 525 psi Ft= 1555 psi Bending Fv= 150 psi Bending Fv= 285 psi Sx= 15.13 cu.in. FcP= 405 psi Sx= 7.15 cu.in. FcP= 750 psi F'b= 1261 psi Fc= 1300 psi OR F'b= 2979 psi Fc= 2510 psi fb= 869 psi E= 1,300,000 psi fb= 1839 psi E= 1,900,000 psi Emin= 470,000 psi Emin= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors CD= 1.15 Duration CD= 1.15 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F'v= 173 psi Ct= 1.00 Temperature F'v= 328 psi Ct= 1.00 Temperature fv= 94 psi CL= 0.99 Beam Stability fv= 126 psi CL= 1.00 Beam Stability Good/No Good? O.K. CF= 1.30 Size Good/No Good? O.K. CF= 1.00 Size Cfu= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Ci= 1.00 Incising Deflection Ci= 1.00 Incising E'= 1,300,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member I= 41.59375 Cf= 1.00 Form I= 12.50520833 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x) Allowable Deflection=.28 in. .21 in. Allowable Deflection=.28 in. .28 in. Δ= .07 in. .05 in. Δ= .15 in. .11 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Page 4 of 13 Header: Wall D, Hdr 2 Top Chord Live/Snow Load: 25 psf Top Chord Dead Load: 10 psf Tributary Width= 6.25 ft. Bottom Chord Live Load: 30 psf Height of wall above Header= 1.50 ft. Bottom Chord Dead Load: 10 psf Moment= 7,684 in.-lbs. Reaction= 788 lbs. Header Size: 2x4 Header Size: 1¾x3½ LVL Number of Headers: 2 Number of Headers: 2 Header depth= 3.50 in. Lumber Header depth= 3.50 in. Lumber Total header width= 3.0 in. HF #2 Total header width= 3.50 in. LVL 2600Fb Header span= 3.25 ft. Fb= 850 psi Header span= 3.25 ft. Fb= 2600 psi Ft= 525 psi Ft= 1555 psi Bending Fv= 150 psi Bending Fv= 285 psi Sx= 6.13 cu.in. FcP= 405 psi Sx= 7.15 cu.in. FcP= 750 psi F'b= 1460 psi Fc= 1300 psi OR F'b= 2981 psi Fc= 2510 psi fb= 1255 psi E= 1,300,000 psi fb= 1075 psi E= 1,900,000 psi Emin= 470,000 psi Emin= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors CD= 1.15 Duration CD= 1.15 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F'v= 173 psi Ct= 1.00 Temperature F'v= 328 psi Ct= 1.00 Temperature fv= 113 psi CL= 1.00 Beam Stability fv= 97 psi CL= 1.00 Beam Stability Good/No Good? O.K. CF= 1.50 Size Good/No Good? O.K. CF= 1.00 Size Cfu= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Ci= 1.00 Incising Deflection Ci= 1.00 Incising E'= 1,300,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member I= 10.71875 Cf= 1.00 Form I= 12.50520833 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x) Allowable Deflection=.22 in. .16 in. Allowable Deflection=.22 in. .22 in. Δ= .09 in. .06 in. Δ= .05 in. .04 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Header: Loft Opening Beam Top Chord Live/Snow Load: 0 psf Top Chord Dead Load: 0 psf Tributary Width= 2.0 ft. Bottom Chord Live Load: 30 psf Height of wall above Header= .0 ft. Bottom Chord Dead Load: 10 psf Moment= 4,320 in.-lbs. Reaction= 240 lbs. Header Size: 2x10 Header Size: 1¾x3½ LVL Number of Headers: 2 Number of Headers: 2 Header depth= 9.25 in. Lumber Header depth= 3.50 in. Lumber Total header width= 3.0 in. HF #2 Total header width= 3.50 in. LVL 2600Fb Header span= 6.0 ft. Fb= 850 psi Header span= 6.0 ft. Fb= 2600 psi Ft= 525 psi Ft= 1555 psi Bending Fv= 150 psi Bending Fv= 285 psi Sx= 42.78 cu.in. FcP= 405 psi Sx= 7.15 cu.in. FcP= 750 psi F'b= 920 psi Fc= 1300 psi OR F'b= 2589 psi Fc= 2510 psi fb= 101 psi E= 1,300,000 psi fb= 605 psi E= 1,900,000 psi Emin= 470,000 psi Emin= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors CD= 1.00 Duration CD= 1.00 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F'v= 150 psi Ct= 1.00 Temperature F'v= 285 psi Ct= 1.00 Temperature fv= 13 psi CL= 0.98 Beam Stability fv= 29 psi CL= 1.00 Beam Stability Good/No Good? O.K. CF= 1.10 Size Good/No Good? O.K. CF= 1.00 Size Cfu= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Ci= 1.00 Incising Deflection Ci= 1.00 Incising E'= 1,300,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member I= 197.8632813 Cf= 1.00 Form I= 12.50520833 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x) Allowable Deflection=.40 in. .30 in. Allowable Deflection=.40 in. .40 in. Δ= .01 in. .01 in. Δ= .10 in. .07 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Page 5 of 13 Header: Loft Opening Transfer Beam Top Chord Live/Snow Load: 0 psf Top Chord Dead Load: 0 psf Tributary Width= 2.0 ft. Bottom Chord Live Load: 30 psf Height of wall above Header= 1.50 ft. Bottom Chord Dead Load: 10 psf Moment= 26,280 in.-lbs. Reaction= 810 lbs. Header Size: 2x10 Header Size: 1¾x3½ LVL Number of Headers: 2 Number of Headers: 2 Header depth= 9.25 in. Lumber Header depth= 3.50 in. Lumber Total header width= 3.0 in. HF #2 Total header width= 3.50 in. LVL 2600Fb Header span= 12.0 ft. Fb= 850 psi Header span= 12.0 ft. Fb= 2600 psi Ft= 525 psi Ft= 1555 psi Bending Fv= 150 psi Bending Fv= 285 psi Sx= 42.78 cu.in. FcP= 405 psi Sx= 7.15 cu.in. FcP= 750 psi F'b= 901 psi Fc= 1300 psi OR F'b= 2576 psi Fc= 2510 psi fb= 614 psi E= 1,300,000 psi fb= 3678 psi E= 1,900,000 psi Emin= 470,000 psi Emin= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? N.G. Lumber Factors CD= 1.00 Duration CD= 1.00 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F'v= 150 psi Ct= 1.00 Temperature F'v= 285 psi Ct= 1.00 Temperature fv= 44 psi CL= 0.96 Beam Stability fv= 99 psi CL= 0.99 Beam Stability Good/No Good? O.K. CF= 1.10 Size Good/No Good? O.K. CF= 1.00 Size Cfu= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Ci= 1.00 Incising Deflection Ci= 1.00 Incising E'= 1,300,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member I= 197.863 Cf= 1.00 Form I= 12.505 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x) Allowable Deflection=.80 in. .60 in. Allowable Deflection=.80 in. .80 in. Δ= .22 in. .14 in. Δ= 2.39 in. 1.47 in. Good/No Good? O.K. O.K. Good/No Good? N.G. N.G. Page 6 of 13 Trimmer for: Header: Wall A, Hdr 1 Trimmer for: Header: Wall D, Hdr 1 HF Stud HF Stud Fb= 675 psi Fb= 675 psi Load= 533 lbs. Ft= 400 psi Load= 1,031 lbs. Ft= 400 psi width= 3.50 in. Fv= 150 psi width= 3.50 in. Fv= 150 psi thickness= 1.50 in. FcP= 405 psi thickness= 1.50 in. FcP= 405 psi No. of members= 1 Fc= 800 psi No. of members= 1 Fc= 800 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Ke(x)= 1 Lumber Factors Effective Length factor, Ke(x)= 1 Lumber Factors Effective Length factor, Ke(y)= 1 CD= 1.15 Duration Effective Length factor, Ke(y)= 1 CD= 1.15 Duration CM= 1.00 Wet Service CM= 1.00 Wet Service c= 0.8 Ct= 1.00 Temperature c= 0.8 Ct= 1.00 Temperature A= 5.25 sq.in. CL= 1.00 Beam Stability A= 5.25 sq.in. CL= 1.00 Beam Stability (l/d)x= 25.71 CF= 1.05 Size (l/d)x= 25.71 CF= 1.05 Size (l/d)y= 4.00 Cfu= 1.00 Flat Use (l/d)y= 4.00 Cfu= 1.00 Flat Use E'min= 440,000 psi Ci= 1.00 Incising E'min= 440,000 psi Ci= 1.00 Incising Cr= 1.00 Repetitive Member Cr= 1.00 Repetitive Member Cf= 1.00 Form Cf= 1.00 Form CT= 1.00 Buckling Stiffness CT= 1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations (x) Weak Axis Calculations(y) Strong Axis Calculations (x) FcE= 22605.00 FcE= 546.99 FcE= 22605.00 FcE= 546.99 F*c= 966.00 F*c= 966.00 F*c= 966.00 F*c= 966.00 FcE/F*c= 23.40 FcE/F*c= 0.57 FcE/F*c= 23.40 FcE/F*c= 0.57 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 CP= 0.99 CP= 0.48 CP= 0.99 CP= 0.48 F'c= 957.53 F'c= 462.19 F'c= 957.53 F'c= 462.19 Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Trimmer for: Header: Wall D, Hdr 2 Trimmer for: Header: Loft Opening Beam HF Stud HF Stud Fb= 675 psi Fb= 675 psi Load= 788 lbs. Ft= 400 psi Load= 240 lbs. Ft= 400 psi width= 3.50 in. Fv= 150 psi width= 3.50 in. Fv= 150 psi thickness= 1.50 in. FcP= 405 psi thickness= 1.50 in. FcP= 405 psi No. of members= 1 Fc= 800 psi No. of members= 1 Fc= 800 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Ke(x)= 1 Lumber Factors Effective Length factor, Ke(x)= 1 Lumber Factors Effective Length factor, Ke(y)= 1 CD= 1.15 Duration Effective Length factor, Ke(y)= 1 CD= 1.15 Duration CM= 1.00 Wet Service CM= 1.00 Wet Service c= 0.8 Ct= 1.00 Temperature c= 0.8 Ct= 1.00 Temperature A= 5.25 sq.in. CL= 1.00 Beam Stability A= 5.25 sq.in. CL= 1.00 Beam Stability (l/d)x= 25.71 CF= 1.05 Size (l/d)x= 25.71 CF= 1.05 Size (l/d)y= 4.00 Cfu= 1.00 Flat Use (l/d)y= 4.00 Cfu= 1.00 Flat Use E'min= 440,000 psi Ci= 1.00 Incising E'min= 440,000 psi Ci= 1.00 Incising Cr= 1.00 Repetitive Member Cr= 1.00 Repetitive Member Cf= 1.00 Form Cf= 1.00 Form CT= 1.00 Buckling Stiffness CT= 1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations (x) Weak Axis Calculations(y) Strong Axis Calculations (x) FcE= 22605.00 FcE= 546.99 FcE= 22605.00 FcE= 546.99 F*c= 966.00 F*c= 966.00 F*c= 966.00 F*c= 966.00 FcE/F*c= 23.40 FcE/F*c= 0.57 FcE/F*c= 23.40 FcE/F*c= 0.57 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 CP= 0.99 CP= 0.48 CP= 0.99 CP= 0.48 F'c= 957.53 F'c= 462.19 F'c= 957.53 F'c= 462.19 Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Trimmer for: Header: Loft Opening Transfer Beam Trimmer for: Header: N/A HF Stud HF Stud Fb= 675 psi Fb= 675 psi Load= 810 lbs. Ft= 400 psi Load= lbs. Ft= 400 psi width= 3.50 in. Fv= 150 psi width= 3.50 in. Fv= 150 psi thickness= 1.50 in. FcP= 405 psi thickness= 1.50 in. FcP= 405 psi No. of members= 1 Fc= 800 psi No. of members= 1 Fc= 800 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(x)(width)= 90.0 in. Emin= 440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Ke(x)= 1 Lumber Factors Effective Length factor, Ke(x)= 1 Lumber Factors Effective Length factor, Ke(y)= 1 CD= 1.15 Duration Effective Length factor, Ke(y)= 1 CD= 1.15 Duration CM= 1.00 Wet Service CM= 1.00 Wet Service c= 0.8 Ct= 1.00 Temperature c= 0.8 Ct= 1.00 Temperature Page 7 of 13 A= 5.25 sq.in. CL= 1.00 Beam Stability A= 5.25 sq.in. CL= 1.00 Beam Stability (l/d)x= 25.71 CF= 1.05 Size (l/d)x= 25.71 CF= 1.05 Size (l/d)y= 4.00 Cfu= 1.00 Flat Use (l/d)y= 4.00 Cfu= 1.00 Flat Use E'min= 440,000 psi Ci= 1.00 Incising E'min= 440,000 psi Ci= 1.00 Incising Cr= 1.00 Repetitive Member Cr= 1.00 Repetitive Member Cf= 1.00 Form Cf= 1.00 Form CT= 1.00 Buckling Stiffness CT= 1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations (x) Weak Axis Calculations(y) Strong Axis Calculations (x) FcE= 22605.00 FcE= 546.99 FcE= 22605.00 FcE= 546.99 F*c= 966.00 F*c= 966.00 F*c= 966.00 F*c= 966.00 FcE/F*c= 23.40 FcE/F*c= 0.57 FcE/F*c= 23.40 FcE/F*c= 0.57 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 1+FcE/F*c/2c= 15.25 1+FcE/F*c/2c= 0.98 CP= 0.99 CP= 0.48 CP= 0.99 CP= 0.48 F'c= 957.53 F'c= 462.19 F'c= 957.53 F'c= 462.19 Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Pallowable= 5,027 lbs. Pallowable= 2,426 lbs. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Page 8 of 13 SEISMIC CALCULATIONS (based on ASCE 7-16 and USGS Seismic maps) Building Code: 2021 IRC Seismic Design Classification: D1 Site Class: D Ss= 1.041 Figure 22-1/USGS Seismic Maps F= 1 Section 12.14.8.1 Fa= 1.2 Table 11.4-1 R= 6.5 Table 12.14-1 I= 1 Table 1.5-2 ρ= 1.30 W= 6,627 lbs. S= lbs. 20% of snow weight (if applicable) SDS= 0.83 Eq. 12.14-12 V= 1,104 lbs. Eq. 12.14-12 Page 9 of 13 Wind Calculations (C&C) Alternate all-heights method Wind Speed, vASD: 85 mph Wind Exposure: C Risk Category: I - Low Hazard Roof Angle= 22.62° Gable Wall Span= 12.0 ft. Longitude Wall Span= 18.0 ft. Enclosure Classification: Enclosed Section 26.10 Kzt= 1 Section 26.8.2 Kz= 0.85 Table 26.10-1 Kd= 0.85 Table 26.6-1 Mean Roof Height= 12.0 ft. LOW RISE BUILDINGS (ASCE 7-16 Chapt. 30) GCpi= 0.18 qh= 13.43 psf Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp= -2.0 -3.0 -3.6 -1.1 -1.4 (ASCE 7-16 Figures 30.3-1,30.3-2A-C) GCp= 0.7 0.7 0.7 1.0 1.0 (ASCE 7-16 Figures 30.3-1,30.3-2A-C) p= -29.27 psf -42.70 psf -50.76 psf -17.19 psf -21.22 psf p= 11.82 psf 11.82 psf 11.82 psf 15.85 psf 15.85 psf p= -29.27 psf -42.70 psf -50.76 psf -17.19 psf -21.22 psf p= 11.82 psf 11.82 psf 11.82 psf 15.85 psf 15.85 psf pmax= 15 psf 15 psf 15 psf 16 psf 16 psf pmin= -29 psf -43 psf -51 psf -17 psf -21 psf Page 10 of 13 Wind Calculations (MWFRS) ASCE 7-16 Chapt. 28 Part 1 Wind Speed, vASD: 85 mph Basic Wind Speed, V: 110 mph Wind Exposure: C Risk Category: I - Low Hazard Roof Angle= 22.62 Gable Wall Span= 12.0 ft. Longitude Wall Span= 18.0 ft. Overall Roof Height= 14.42 ft. Mean Roof Height= 12.0 ft. Enclosure Classification: Enclosed Sections 26.12 & 26.13 Kzt= 1 Section 26.8 Kz= 0.85 Table 26.10-1 Kd= 0.85 Table 26.6-1 Ke= 1 Table 26.9-1 GCpi= ±0.18 Section 26.11-1 qh= 22.38 psf Eq. 26.10-1 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E pf Load Case A 0.54 -0.45 -0.47 -0.41 N/A N/A 0.77 -0.72 -0.65 -0.60 N/A N/A GC Load Case B -0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43 Load Case A (-GCpi) 8.01 psf -14.19 psf -14.48 psf -13.30 psf N/A N/A 13.23 psf -20.12 psf -18.53 psf -17.41 psf N/A N/A Load Case A (+GCpi) 16.07 psf -6.14 psf -6.42 psf -5.24 psf N/A N/A 21.29 psf -12.06 psf -10.48 psf -9.36 psf N/A N/A p Load Case B (-GCpi) -14.10 psf -19.47 psf -12.31 psf -14.10 psf 4.92 psf -10.52 psf -14.77 psf -27.98 psf -15.89 psf -14.77 psf 9.62 psf -13.65 psf Load Case B (+GCpi) -6.04 psf -11.41 psf -4.25 psf -6.04 psf 12.98 psf -2.46 psf -6.71 psf -19.92 psf -7.83 psf -6.71 psf 17.68 psf -5.60 psf max. pL= 21.29 psf Side Wall, maximum wind pressure max. pT= 17.68 psf Gable End Wall, maximum wind pressure max. pwall= 21.29 psf max. proof= -27.98 psf VL= 1,121 lbs. Max. Longitudinal Shear per wall VT= 2,025 lbs. Max. Transversial Shear per wall Max. uplift pressure= -6,043 lbs. Max. uplift pressure on the building due to wind on roof Diaphragm Calculations Length (for shear) Wall A: 6.0 ft. Wall B: 18.0 ft. Wall C: 12.0 ft. Wall D: 11.0 ft. Edge Boundary HF/SPF Sheathing* Nail Size Nailing Nailing vallow Factor Roof 7/16" OSB 8d 6 in. o.c. 12 in. o.c. v= 180 plf 167.4 plf 0.93 Wall 3/8" Smartside Panel 8d 6 in. o.c. 12 in. o.c. v= 180 plf 147.6 plf 0.82 Wall 3/8" Smartside Panel 8d 4 in. o.c. 12 in. o.c. v= 270 plf 221.4 plf 0.82 Wall 3/8" Smartside Panel 8d 3 in. o.c. 12 in. o.c. v= 350 plf 287.0 plf 0.82 *Must be Rated sheathing Wind Seismic vallow C0 2bs/h Nail Size Edge Nailing Sheathing Notes Wall A: 202.5 plf 64.4 plf 223.9 plf 1.00 0.78 8d 3" o.c. 3/8" Smartside Panel Wall B: 37.4 plf 21.5 plf 147.6 plf 1.00 1.00 8d 6" o.c. 3/8" Smartside Panel Wall C: 101.3 plf 32.2 plf 147.6 plf 1.00 1.00 8d 6" o.c. 3/8" Smartside Panel Wall D: 61.2 plf 35.1 plf 96.0 plf 1.00 0.65 8d 6" o.c. 3/8" Smartside Panel Roof: 37.4 plf 167.4 plf 8d 6" o.c. 7/16" OSB Page 11 of 13 Overturning Calculations Wall A Wall B Min. No. anchor bolts= 0 Min. No. anchor bolts= 0 Width= 6.0 ft. Width= 18.0 ft. Height= 7.69 ft. Height= 7.69 ft. Overturning Length= 5.08 ft. Overturning Length= 17.08 ft. Pwind= 2,025 lbs. Pwind= 1,121 lbs. Pseismic= 552 lbs. Pseismic= 552 lbs. Wall Weight= 288.84 lbs. Wall Weight= 902.52 lbs. Upliftwind= 1,693.98 lbs. Upliftwind= .0 lbs. Upliftseismic= 440.01 lbs. Upliftseismic= .0 lbs. Allowable Service, wind: N/A Allowable Service, wind: N/A Allowable Service, seismic: N/A Allowable Service, seismic: N/A Wall C Wall D Min. No. anchor bolts= 0 Min. No. anchor bolts= 0 Width= 12.0 ft. Width= 11.0 ft. Height= 7.69 ft. Height= 7.69 ft. Overturning Length= 11.08 ft. Overturning Length= 10.08 ft. Pwind= 2,025 lbs. Pwind= 1,121 lbs. Pseismic= 552 lbs. Pseismic= 552 lbs. Wall Weight= 565.68 lbs. Wall Weight= 579.54 lbs. Upliftwind= 560.34 lbs. Upliftwind= 223.40 lbs. Upliftseismic= .0 lbs. Upliftseismic= 4.86 lbs. Allowable Service, wind: N/A Allowable Service, wind: N/A Allowable Service, seismic: N/A Allowable Service, seismic: N/A Building Uplift Wind uplift= -6,042.64 lbs. Min. building weight= 3,976.20 lbs. Additional min. dead load= .0 lbs. additional dead load due to steel floor, wood base, or other permanent loads,if any, (not including foundation) Net uplift= -2,066.44 lbs. Total no. of anchor bolts (min.)= 0 (Does not include additional holddowns for overturning of the walls.) Anchor bolt uplift= .0 lbs. Additional anchors required Use (4) MR-88 Earth Anchors Max. Seismic Uplift Seismic uplift= 3,976.20 lbs. (0.6-0.14SDS)D+0.7E Total no. of anchor bolts (min.)= 0 (Does not include additional holddowns for overturning of the walls.) Anchor bolt uplift= .0 lbs. Additional anchors required Use (4) MR-88 Earth Anchors Page 12 of 13 Bearing Wall Calculations (Full Loft) Lumber Axial Load HF Stud Stud Spacing= 16 in. o.c. Fb= 675 psi Max. Load on wall= 528.1 plf Ft= 400 psi Fv= 150 psi depth= 3.50 in. FcP= 405 psi width= 1.50 in. Fc= 800 psi No. of members= 1 Emin= 440,000 psi Length (depth)= 87.78 in. unbraced length (depth)(x)(in.) E= 1,200,000 psi Length (width)= 12.0 in. unbraced length (width)(y)(in.) Lumber Factors Ke(x)= 1 effective length factor (x) CD= 1.15 Duration for gravity load Ke(y)= 1 effective length factor (y) CM= 1.00 Wet Service KcE= 0.3 Ct= 1.00 Temperature c= 0.8 CL= 1.00 Beam Stability CF= 1.05 Size for Fc Load= 704 lbs. Load per stud Cfu= 1.00 Flat Use Ci= 1.00 Incising A= 5.25 sq.in. Cr= 1.15 Repetitive Member (l/d)x= 25.08 Cf= 1.00 Form (l/d)y= 8.00 CT= 1.00 Buckling Stiffness (NDS 4.4.2) E'min= 440,000 psi CF= 1.10 Size for Fb CD= 1.60 Duration for lateral load Cr= 1.50 Repetitive Member (wind) Weak Axis Calculations(y) Strong Axis Calculations (x) FcE= 5651.25 FcE= 575.00 F*c= 966.00 F*c= 966.00 FcE/F*c= 5.85 FcE/F*c= 0.60 1+FcE/F*c/2c= 4.28 1+FcE/F*c/2c= 1.00 CP= 0.96 CP= 0.50 F'c= 929.41 F'c= 480.12 Pallowable= 4,879 lbs. Pallowable= 2,521 lbs. Good/No Good? O.K. Good/No Good? O.K. Wind Load Wind load per stud= 28.4 plf Moment= 2,278 in.-lbs. Reaction= 104 lbs. Header depth= 3.50 in. Total header width= 1.50 in. Header span= 8.0 ft. Bending Sx= 3.06 cu.in. F'b= 1782 psi fb= 744 psi Good/No Good? O.K. Shear F'v= 240 psi fv= 30 psi Good/No Good? O.K. Combined Bending and Axial Loading F'c= 667.99 combine allowable compressive stress fc= 36 psi combine compressive stress Combined stress index= 0.45 Good/No Good? O.K. Page 13 of 13 Bearing Wall Calculations (Partial Loft) Lumber Axial Load HF Stud Stud Spacing= 16 in. o.c. Fb= 675 psi Max. Load on wall= 428.1 plf Ft= 400 psi Fv= 150 psi depth= 3.50 in. FcP= 405 psi width= 1.50 in. Fc= 800 psi No. of members= 1 Emin= 440,000 psi Length (depth)= 87.78 in. unbraced length (depth)(x)(in.) E= 1,200,000 psi Length (width)= 12.0 in. unbraced length (width)(y)(in.) Lumber Factors Ke(x)= 2 effective length factor (x) CD= 1.15 Duration for gravity load Ke(y)= 2 effective length factor (y) CM= 1.00 Wet Service KcE= 0.3 Ct= 1.00 Temperature c= 0.8 CL= 1.00 Beam Stability CF= 1.05 Size for Fc Load= 571 lbs. Load per stud Cfu= 1.00 Flat Use Ci= 1.00 Incising A= 5.25 sq.in. Cr= 1.15 Repetitive Member (l/d)x= 50.16 Cf= 1.00 Form (l/d)y= 16.00 CT= 1.00 Buckling Stiffness (NDS 4.4.2) E'min= 440,000 psi CF= 1.10 Size for Fb CD= 1.60 Duration for lateral load Cr= 1.50 Repetitive Member (wind) Weak Axis Calculations(y) Strong Axis Calculations (x) FcE= 1412.81 FcE= 143.75 F*c= 966.00 F*c= 966.00 FcE/F*c= 1.46 FcE/F*c= 0.15 1+FcE/F*c/2c= 1.54 1+FcE/F*c/2c= 0.72 CP= 0.80 CP= 0.14 F'c= 776.49 F'c= 139.07 Pallowable= 4,077 lbs. Pallowable= 730 lbs. Good/No Good? O.K. Good/No Good? O.K. Wind Load Wind load per stud= 28.4 plf Moment= 2,278 in.-lbs. Reaction= 104 lbs. Header depth= 3.50 in. Total header width= 1.50 in. Header span= 8.0 ft. Bending Sx= 3.06 cu.in. F'b= 1782 psi fb= 744 psi Good/No Good? O.K. Shear F'v= 240 psi fv= 30 psi Good/No Good? O.K. Combined Bending and Axial Loading F'c= 193.49 combine allowable compressive stress fc= 29 psi combine compressive stress Combined stress index= 0.54 Good/No Good? O.K. BUILDING DATA: 1. CONSTRUCTION TYPE: VB 2. OCCUPANCY GROUP: U 3. USE STORAGE SHED 4. FIRE SPRINKLERS NONE 5. HEIGHT 14'-4 3/4" GOVERNING CODES: 2021 IRC NO ELECTRICAL UNDER THIS PERMIT Lot : 8276 sq ft Existing House : 1558 sq ft 100' 0" Existing Attached Garage: 658 sq ft " Proposed Shed: 216 sq ft 0 ' Total Coverage= 2432 SQ FT =29.38 % 5 7' 0" 18' 0" 50' 0" " 0 Proposed 2' 30' 0" Shed 1 g ay 5 n w 22' 0" ti e ' 0 xis riv " E D 0" ' " 43 Existing 0 ' Attached 0 " 3 0 Garage ' 0 E " 20' 0" 6 0 N ' 3 0" R 8 ' 42 D Existing rd Home 3 8 45' 0" e c " ne ' 0 f 30 80' 0" 178th PL NE Owner: Parcel#: Purpose of site plan: N Steve Ferguson 00958500010400 Detached Storage Non-Habitable Address: Scale: No water W E 17828 83rd Dr Ne Arlington, WA 98223 1":20'0" No electric S From: Joy Flores To: Hannah Hardwick Subject: Re: City of Arlington Permit # 6402 Date: Thursday, October 2, 2025 1:52:52 PM Attachments: image001.png image002.png image003.png image004.png image005.png image006.png Outlook-1uhr25sv.png Outlook-t1hfifeg.png Outlook-5vl0kz5w.png Outlook-kx2erqyx.png Outlook-wc4jjup3.png This message is from an External Sender This message came from outside the City of Arlington Hello Hannah, Are we able to extend the permit ? Property owner is having a tough time completing what is needed to be done for the final inspections. Am I able to get the notes from that inspection? Joy Silver Permit Technician 17500 W Valley Hwy, Tukwila, WA 98188 p: (425) 869-7771 e: Jflores@tuffshed.com | tuffshed.com From: Hannah Hardwick <hhardwick@arlingtonwa.gov> Sent: Thursday, April 17, 2025 4:13 PM To: Joy Flores <jflores@TUFFSHED.com> Subject: RE: City of Arlington Permit # 6402 CAUTION: This email came from outside the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hello Joy, We will only need a final inspection once everything is complete for this project. Sincerely, Hannah Hardwick Arlington Community & Economic Development, Permit Technician I 18204 59th Ave NE, Arlington, WA 98223 O: 360.403.3549 hhardwick@arlingtonwa.gov | www.arlingtonwa.gov Note: Emails and attachments sent to and from the City of Arlington are public records and may be subject to disclosure pursuant to the Public Records Act. From: Joy Flores <jflores@TUFFSHED.com> Sent: Thursday, April 17, 2025 3:29 PM To: Hannah Hardwick <hhardwick@arlingtonwa.gov> Subject: Re: City of Arlington Permit # 6402 This message is from an External Sender This message came from outside the City of Arlington Is there a list for the inspections we need? Thank you! Joy Silver Permit Technician/Schedule Coordinator 17500 W Valley Hwy, Tukwila, WA 98188 p: (425) 869-7771 e: Jflores@tuffshed.com | tuffshed.com From: Hannah Hardwick <hhardwick@arlingtonwa.gov> Sent: Tuesday, April 15, 2025 9:38 AM To: Joy Flores <jflores@TUFFSHED.com> Subject: RE: City of Arlington Permit # 6402 CAUTION: This email came from outside the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hello, The links below are the only documents that need to be onsite for inspections. Thank you! Sincerely, Hannah Hardwick Arlington Community & Economic Development, Permit Technician I 18204 59th Ave NE, Arlington, WA 98223 O: 360.403.3549 hhardwick@arlingtonwa.gov | www.arlingtonwa.gov Note: Emails and attachments sent to and from the City of Arlington are public records and may be subject to disclosure pursuant to the Public Records Act. From: Joy Flores <jflores@TUFFSHED.com> Sent: Tuesday, April 15, 2025 8:25 AM To: Hannah Hardwick <hhardwick@arlingtonwa.gov> Subject: Fw: City of Arlington Permit # 6402 This message is from an External Sender This message came from outside the City of Arlington Hello Hannah! Are these the only documents needed to be on site? Is there a stamped site plan? Thank you! Joy Silver Permit Technician/Schedule Coordinator 17500 W Valley Hwy, Tukwila, WA 98188 p: (425) 869-7771 e: Jflores@tuffshed.com | tuffshed.com From: Arlington <wo@iworq.net> Sent: Monday, April 14, 2025 2:00 PM To: Joy Flores <jflores@TUFFSHED.com> Subject: City of Arlington Permit # 6402 CAUTION: This email came from outside the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Issued Permit Set The following files have been selected to be emailed. To view the files simply click the link in the table below. Selected Files Date File Name 04/14/2025 25345010-20250306_BLD6402_Approved Plans.pdf 04/14/2025 25345005-SD-140.pdf 04/14/2025 25345003-2025_BLD6402_Issued Permit.pdf Date: 11/21/2025 Permit #: 6402 Permit Date: 03/05/2025 Review Date: 03/07/2025 Permit Type: ACCESSORY STRUCTURE Review Type: ASSESSORY STRUCTURE Target Date: 04/04/2025 Scheduled 00:00 Time: Completed 03/07/2025 Date: Description: It is the applicant/owner’s responsibility to ensure that stormwater runoff from new/replaced impervious surfaces will be managed on-site in a manner that does not adversely affect neighboring properties, including the City's right-of-way and/or easements and the improvements located therein. Review Approved with Conditions Status: Assigned To: Development Services Manager Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 00958500010400 FERGUSON SHELDON H / FERGUSON CAROL A FERGUSON SHELDON H / FERGUSON CAROL A 17828 83RD DR NE 17828 83RD DR NE ARLINGTON, WA 98223-4039 Zoning: 100 SINGLE FAMILY RESIDENCELot: Block: Permit #: 6402 Permit Date: 03/05/25 Permit Type: ACCESSORY STRUCTURE Project Name: Ferguson Applicant Name: Joy Flores Applicant Address: 17500 W Valley HWY Applicant, City, State, Zip: Tukwila Contact: Joy Flores Phone: 4258697771 Email: jflores@tuffshed.com Scope of Work: Detached Storage Non-Habitable No water No electric Valuation: 15000.00 Square Feet: 216 Number of Stories: 1 Construction Type: VB Occupancy Group: U; Utility ID Code: Permit Issued: 04/14/2025 Permit Expires: 04/13/2026 Form Permit Type: ACCESSORY STRUCTURE Status: COMPLETE Assigned To: Hannah Hardwick Property Parcel # Address Legal Description Owner Name Owner Phone Zoning FERGUSON 100 SINGLE SHELDON H / 00958500010400 17828 83RD DR NE FAMILY FERGUSON RESIDENCE CAROL A Contractors Contractor Primary Contact Phone Address Contractor Type License License # 17500 West CONSTRUCTION Tuff Shed Joy Flores 4258697771 UBI 601 645 132 Valley Hwy CONTRACTOR 17500 West CONSTRUCTION Construction Tuff Shed Joy Flores 4258697771 TUFFSI*038RZ Valley Hwy CONTRACTOR Contractor Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status R20. ACCESSORY 11/21/2025 STRUCTURE 11/24/2025 11/21/2025 BUILDING Approved FINAL R20. ACCESSORY Partial 11/20/2025 STRUCTURE 11/21/2025 11/21/2025 BUILDING Approval FINAL R20. ACCESSORY Building does not meet Not 05/06/2025 STRUCTURE approved site plan for 05/07/2025 05/07/2025 BUILDING Completed FINAL setback requirements Plan Reviews Date Review Type Description Assigned To Review Status 03/07/2025 ASSESSORY STRUCTURE AIRPORT In Review Gutters and downspouts required with infiltration system. Approved with 03/07/2025 ASSESSORY STRUCTURE BUILDING See SD-140 Conditions It is the applicant/owner’s responsibility to ensure that stormwater runoff from new/replaced impervious surfaces will be managed on-site in a manner that does not Development Approved with 03/07/2025 ASSESSORY STRUCTURE adversely affect neighboring properties, including the Services Manager Conditions City's right-of-way and/or easements and the improvements located therein. see note. 03/07/2025 ASSESSORY STRUCTURE will require gutters and downspouts to infiltration See PLANNING Approved detail SD-140 03/07/2025 ASSESSORY STRUCTURE No Comments. LT & KS PW-ADMIN-GIS Approved 03/07/2025 ASSESSORY STRUCTURE No Comments, JW PW-SEW-REV Approved 03/07/2025 ASSESSORY STRUCTURE No Comments, Gus PW-WAT-REV Approved PERMIT EXTENSION 10/02/2025 BUILDING Approved REQUEST Fees Fee Description Notes Amount Building Plan Review Table 4-2 $244.36 Credit Card Service $7.33 Processing/Technology $25.00 Building Permit Table 4-1 $375.94 Credit Card Service $12.03 Permit Extension $110.00 Credit Card Service $3.30 Total $777.96 Attached Letters Date Letter Description 04/14/2025 Building Permit 03/05/2025 Web Form - Building Application Payments Date Paid By Description Payment Type Accepted By Amount 03/07/2025 Joy Flores 225196673 $7.33 XBP Conf: 03/07/2025 $244.36 225196673 04/14/2025 Joy Flores 228528046 $12.03 XBP Conf: 04/14/2025 $400.94 228528046 10/10/2025 Steve Ferguson cc LaNay Hendrick $3.30 XBP Conf: 10/10/2025 $110.00 245530533 Outstanding Balance $0.00 Notes Date Note Created By: 03/06/2025 Contractor needs to add COA to UBI Hannah Hardwick 03/06/2025 Emailed applicant about COA on UBI and plan review fee payment Hannah Hardwick Uploaded Files Date File Name 10/02/2025 28554438-20251002_BLD6402_Permit Extension Request.pdf 04/14/2025 25345010-20250306_BLD6402_Approved Plans.pdf 04/14/2025 25345005-SD-140.pdf 04/14/2025 25345003-2025_BLD6402_Issued Permit.pdf 03/05/2025 149059b9fcade21b6661b5aa6555d833_sf_12641735-residential_building.pdf 03/05/2025 039e2c89f68ae14f8515da3768d240d9_170-2142583-ferguson-final-signed.pdf 03/05/2025 1505d1f88db8d26a0b836111645c296c_170-2142583-ferguson-eng_calcs-signed.pdf 03/05/2025 65a06b04d79fb379da9679c8ca25993a_s._ferguson_barn_2_.pdf Date: 11/21/2025 Permit #: 6402 Permit Date: 03/05/2025 Review Date: 03/07/2025 Permit Type: ACCESSORY STRUCTURE Review Type: ASSESSORY STRUCTURE Target Date: 04/04/2025 Scheduled Time: 00:00 Completed Date: 04/07/2025 Description: Gutters and downspouts required with infiltration system. See SD-140 Review Status: Approved with Conditions Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 0.5 Property Information Parcel#: 00958500010400 FERGUSON SHELDON H / FERGUSON CAROL A FERGUSON SHELDON H / FERGUSON CAROL A 17828 83RD DR NE 17828 83RD DR NE ARLINGTON, WA 98223-4039 Zoning: 100 SINGLE FAMILY RESIDENCELot: Block: