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Home My WebLink About19017 44th Ave Ne_BLD5552_2026 i 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 0 Proof of approved Zoning Verification 0 City of Arlington Residential Permit Application 0 Site Plan 0 Architectural Plans 0 Structural Plans 0 Structural Calculations ❑ Project Specification Manuals, if applicable ❑ WSEC Compliance Forms https:llwaenergycodes.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: ❑ !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: 0 Single-family ❑ Duplex ❑Townhouse ❑Addition/Alteration ❑Accessory Structure IBC Construction Type: 8 IBC Occupancy Type: Single Family Building Square Footage: 1452 Number of Stories: 1 Square Footage Per Floor: B: 1St: 1452 2nd: 3rd: Garage: 696 Property Address. 19017 44th Ave NE Project Valuation: $50,000.00 Lot#: 21 Parcel ID No.: 00952200002100 Preferred Contact: 71 Owner O Contractor Project Addition of 427 square feet to existing house Scope of Work: Owner Name: Eric & Patricia Yost Home No.: Email Address: eptlyost@gmall.com Cell No.: 253.332.5829 Mailing Address: 19017 44th Ave I City: Arlington State: WA zip: 982Z Primary Contractor: T Garrett Construction Office No.: Email Address: todd@tgarrettconstruction.com Cell No.: 253.261 .0598 Mailing Address: P.O. BOX 2090 city: Milton State: WA zip: 98354 L&I Contractor License Number: Dadsis*961 L5 Expiration Date: 12/2/24 MECHANICAL SYSTEM INFORMATION O 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>3h 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 3-15h 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 Pi in <_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 x $ 15.00 = 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:5 100 Btu h x $ 15.00 = Unit Heaters>100 Btu h x $25.00 = AV Boxes(Variable Air Volume,part of air x $ 10.00 = 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 0 Not Applicable Proposed Piping Material: O CSST O Brass O Galvanized Steel O Black Steel O Other Proposed Piping Size: O 1/2" O S/a" 03/a" O 1" O 11/2" O 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: ❑ 1/2" ❑ s/s" ❑ 3/4" ❑ 1" ❑ CPVC ❑ Brass ❑ PEX-AL-PEX ❑ PEX Proposed Interior Piping Material: ❑ Copper ❑ Galvanized Steel ❑ Other Proposed Exterior Water Piping Size: ❑ 1/2" ❑ 5/8" ❑ 3/4" ❑ 1" ❑ 11/2" ❑ 2" ❑ PVC ❑ Copper ❑ PEX-AL-PEX ❑ PEX-AL-PE Proposed Exterior Piping Material: ❑ PE ❑ PEX ❑ Other Proposed Drain-Waste-Vent(DWV) ❑ Schedule 40 ABS DWV ❑ Copper ❑ Galvanized Steel ❑ Cast Iron Material: ❑ Schedule 40 PVC DWV ❑ Brass ❑ Other: Proposed Drain-Waste-Vent (DWV) ❑ 1/2» ❑ 5/8» 713/4" ❑ 1" ❑ 11/2" ❑ 2" ❑ 3" 714" 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 Refri erator 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 1 hereby certify that 1 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 SAVE PRINT REV03.2022 Page 6 of 6 58'-8' 13-11' 2'-1' 6'-0' 2'-le%' 15-0' EXISTING EXISTING oy z EXISTING Z Z = Cl � ITI Z IL ® DO D 3 N E%ISPNG D m 70 m td Z z D F- m -j � D _ m I m = ExlsnNc � D IR L7 EXISTING � A Im 5068 BI-PASS 5068 81-PASS m EXISTING 70 1 0 3 1 D m 70 a D m t7 2'-3' � I i I G c - - - - — — ' m Cl Z r m m m m� x ______________ __�.____________ _________ ------------O_________ y —__—_— m I? Z m <m 70 c 0 < m3 L_ 0 n D I � EXISTING £ 7c I � vz r ti o I � Io _ m ------------ 4-9• 10-9�' 9-0}" 7'-6' 3'-5h" 21'-1}' - EXISTING 35-6}' - NEW 58'-8' yrn [rl O rM/ II b REVISIONS REV.DELTA DATE REVISION DESCRIPTION �A YOST REMODEL O- T N m IT r IT 0 IT O 19017 44TH AVE NE a Z ARLINGTON,WA 98223 I �I I �N I �I I I �I I moo I p r a II � II o � oC II I O � z o �l �I z II I i i i i i i i lid H I I T-F 1 1-777 i it li I, Im Im im IA IA REVISIONS REV.DELTA DATE REVISION DESCRIPTION �A YOST REMODEL �- m m 19017 44TH AVE NE a ARLINGTON,WA 98223 l I II I, l Ii ii i i - i li i � i � i � I ❑ I I o I z o � z I � <3 A 0 �A I n2 K D ii I II I I I I I mP•= I o� lh II I to I I I i� im im I I I II I iA iA i� I I I I I, I� Im Im A iA in REVISIONS REV.DELTA DATE REVISION DESCRIPTION �A YOST REMODEL m 1 � � W ° ° 19017 44TH AVE NE a ARLINGTON,WA 98223 ENGINEERING ANALYSIS FOR: T. GARRETT CONSTRUCTION SITE: 19017 44TH AVE NE ARL I N GTO N , WA 98223 ORIGINAL STAMP MUST BE RED TO BE VALID P w ,3 3914 L � 0 L � 8/12/2023 DATE: PLAN NUMBER: PHILLIPS STRUCTURAL ENGINEERING,PLLC AUG.12,2023 YOST REMODEL P.O.BOX 108,MILTON,WA_ PM1ona(253)3M-1666 STRUCTURAL ENGINEERING PfM PS STRUCRRALINGNEERING CALCULATIONS The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and any required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam and framing size, sheathing, etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity loads in accordance with the 2018 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 8%2x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are void and Phillips Structural Engineering must be contacted immediately for further consultation. STRUCTURAL DESIGN CRITERIA AND LOADING: Building Code 2018 International Building Code (IBC) EARTHQUAKE DESIGN DATA: -Risk Category= II - Seismic Importance Factor(le) = 1.0 - Mapped Spectral Response Acceleration Parameters - Ss = 1.06 - S1 = 0.38 - Seismic Design Category (SDC) = "D" - Basic Seismic Force-Resisting System = Light-frame (wood)walls sheathed with wood structural panel rated for shear resistance - Response Modification Factor(R) = 6.5 -Analysis Procedure Used = Equivalent Lateral Force WIND DESIGN DATA: - Basic Design Wind Speed (V) = 110 MPH -Allowable Stress Design Wind Speed (Vasd) = 85 MPH - Risk Category = II -Wind Importance Factor(Iw) = 1.0 -Wind Exposure = "B" -Topographical Effect (Kzt) = 1.00 ROOF LOADING: - Dead Load = 15PSF (No tile weight included) - Roof Live Load (Lr) = 20PSF -Typical Flat Roof Snow Load (Pf) =25PSF - Snow Exposure Factor(Ce) = 1.0 - Snow Load Importance Factor(Is) = 1.0 **Typical roof snow load shall not be less than 25PSF FLOOR LOADING: - Dead Load =12 PSF (Standard wood framing without heavy finish) - Typical Residential Occupancy Live Loading (L) =40PSF - Deck Live Load (L) = 60PSF (1.5x for area served) SOILS CRITERIA Soils Consultant None (U.N.O.) Soils Report# None (U.N.O.) Minimum Allowable Pressure Required 150OPSF (Verify w/Site Conditions) Frost Bearing Depth 18" * See plans/detailing for other soils considerations Page 2 of 24 A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. ATCHazards by Location Search Information A tp Address: 19017 44th Ave NE,Arlington,WA 98223, USA 125 ft v s Coordinates: 48.1688535,-122.1706426 ♦ m Ca (son art galleryQ Elevation: 125 ft Temporarily closed Guitar Pro Lessons 189th P!NE 0 Ti mesta m p: 2023-08-09T17:23:57.600Z Hazard Type: Seismic N a North Coast Appraisal 9 Reference ASCE7-16 Goo' le Map data©2023 Report a map error Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.058 MCER ground motion(period=0.2s) S, 0.378 MCER ground motion(period=1.0s) SMS 1.27 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.847 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk(0.2s) CRt 0.89 Coefficient of risk(1.0s) Page 3 of 24 PGA 0.449 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.539 Site modified peak ground acceleration TL 6 Long-period transition period(s) SsRT 1.058 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.16 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.378 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.424 Factored uniform-hazard spectral acceleration(2%u probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 4 of 24 ❑ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Yost Remodel-SHEAR.wsw Wood Works®Shearwalls 2019(Update 3) Aug.9,2023 11:42:50 Level 1 of 1 C-1 20 1Z 40 0 -10, Q' 5' 10' 15' 20' 25' 30' 35' 4 ' 45' 50, S ' 6 ' 6 ' 7 ' Segmented ® Perforated ® Force-transfer Non-shearwall � Aspect factor Orange=Selected wall(s) Page 5 of 24 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 2019(Update 3) Yost Remodel-SHEAR.wsw Aug.9,2023 11:48:27 Project Information COMPANY AND PROJECT INFORMATION Company Project Phillips Structural Engineering PO Box 108 Milton, WA 98354 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2015 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design(ASD) For Deflection(Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - - 4.00 - Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Forces based on... Wind Seismic Hold-downs Applied loads Never Always Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: No deflection analysis Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Risk Category Category IT - All others Serviceability Wind Speed 100 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Partially enclosed Design Category D Min Wind Loads:Walls 16 psf Site Class D Roofs 8 psf Spectral Response Acceleration Topographic Information[ft] S7: 0.380g Ss: 1.060g Shape Height Length Fundamental Period E-W N-S - - - T Used 0.128s 0.128s Site Location: - ApproximateTa 0.128s 0.128s Elev: Oft Maximum T 0.180s 0.180s Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.20 Fv: 1.92 Eccentricity(%) 15 15 Loaded at 75 1 Page 6 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth[in] Height[ft] Ceiling 10.52 0.0 Level 2.77 9.3 7.75 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Slope Overhang[ft] Block 1 1 Story E-W Ridge Location X,Y= 0.00 19.50 North Side 23.0 1.00 Extent X,Y= 52.25 39.25 South Side 23.0 1.00 Ridge Y Location,Offset 39.13 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 18.85 8.33 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y= 20.25 0.00 North Joined 157.0 1.00 Extent X,Y= 20.00 19.50 South Gable 90.0 1.00 Ridge X Location,Offset 30.25 0.00 East Side 23.0 1.00 Ridge Elevation,Height 14.77 4.24 West Side 23.0 1.00 Block 3 1 Story E-W Ridge Location X,Y= 40.25 2.00 North Side 26.0 1.00 Extent X,Y= 12.00 17.25 South Side 26.0 1.00 Ridge Y Location,Offset 10.63 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 14.73 4.21 West Joined 157.0 1.00 2 Page 7 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9,2023 11:48:27 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp—Wall Design Group number,used to reference wall in other tables(created by program) Surf—Exterior or interior surface when applied to exterior wall Ratng—Span rating,see SDPWS Table C4.2.2.2C Thick—Nominal panel thickness GU-Gypsum underlay thickness Ply—Number of plies(or layers)in construction of plywood sheets Or—Orientation of longer dimension of sheathing panels Gvtv—Shear stiffness in Ib/in.of depth from SDPWS Tables C4.2.2A-B Type—Fastener type from SDPWS Tables 4.3A-D:Nail—common wire nail for structural panels and lumber,cooler or gypsum wallboard nail for GWB,plasterboard nail for gypsum lath,galvanised nail for gypsum sheathing; Box-box nail;Casing—casing nail;Roof—roofing nail;Screw— drywall screw Size-Common,box,and casing nails:refer to SDPWS Table Al(casing sizes=box sizes). Gauges: 11 ga=0.120"x 1-314"(gypsum sheathing,25132"fiberboard), 1-112"(lath&plaster, 112"fiberboard);13 ga plasterboard=0.92"x 1- 1/8". Cooler or gypsum wallboard nail:5d=.086"x 1-5/8';6d=.092"x 1-7/8";8d=.113"x 2-3/8";6/8d=6d base ply,8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-114"long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df—Deformed nails(threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk—Sheathing is nailed to blocking at all panel edges;Y(es)or N(c) Apply Notes—Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 3.Shear capacity for current design has been increased to the value for 15/32"sheathing with same nailing because stud spacing is 16"max.or panel orientation is horizontal.See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 Hem-Fir No.2 1.50 5.50 16 0.43 1.30 Legend: Wall Grp—Wall Design Group b—Stud breadth(thickness) d—Stud depth(width) Spcg—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Standard Wall-Standard wall designed as group. Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. 3 Page 8 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS Aspect Height Shearlines Group X[ft] Start End ft [ft] Ratio [ft] Line 1 Level 1 Line 1 1 0.00 19.50 58.75 39.25 29.00 - 7.75 Wall 1-1 Seg 1 0.00 19.50 58.75 39.25 29.00 - - Segment 1 - - 19.50 33.50 14.00 - 0.55 - Opening 1 - - 33.50 43.75 10.25 - - 4.00 Segment 2 - - 43.75 58.75 15.00 - 0.52 - Line 2 Level 1 Line 2 NSW 20.25 0.00 19.50 19.50 0.00 - 7.75 Wall 2-1 NSW 20.25 0.00 19.50 19.50 0.00 1.00 - Line 3 Level 1 Line 3 NSW 40.25 0.00 2.00 2.00 0.00 - 7.75 Wall 3-1 NSW 40.25 0.00 2.00 2.00 0.00 1.00 - Line 4 Level 1 Line 4 1 52.25 2.00 58.75 56.75 39.75 - 7.75 Wall 4-1 Seg 1 52.25 2.00 58.75 56.75 39.75 - - Segment 1 - - 2.00 18.75 16.75 - 0.46 - Opening 1 - - 18.75 21.75 3.00 - - 4.00 Segment 2 - - 21.75 25.50 3.75 - 2.07 - Opening 2 - - 25.50 30.50 5.00 - - 4.00 Segment 3 - - 30.50 36.25 5.75 - 1.35 - Opening 3 - - 36.25 41.25 5.00 - - 4.00 Segment 4 - - 41.25 46.75 5.50 - 1.41 - Opening 4 - - 46.75 48.75 2.00 - - 4.00 Segment 5 - - 48.75 54.25 5.50 - 1.41 - Opening 5 - - 54.25 56.25 2.00 - - 4.00 Segment 6 - - 56.25 58.75 2.50 - 3.10 - East-west Type Wall Location Extent[ft] Length FHS Aspect Height Shearlines Group Y[ft] Start End ft [ft] Ratio [ft] Line A Level 1 Line A 1 0.75 20.25 52.25 32.00 11.00 - 7.75 Wall A-1 Seg 1 0.00 20.25 40.25 20.00 6.00 - - Segment 1 - - 20.25 26.25 6.00 - 1.29 - Opening 1 - - 26.25 38.50 12.25 - - 4.00 Segment 2 - - 38.50 40.25 1.75 - 4.43 - Wall A-2 Seg 1 2.00 40.25 52.25 12.00 5.00 - - Segment 1 - - 40.25 45.25 5.00 - 1.55 - Opening 1 - - 45.25 51.00 5.75 - - 4.00 Segment 2 - - 51.00 52.25 1.25 - 6.20 - Line B Level 1 Line B 19.50 0.00 20.25 20.25 0.00 - 7.75 Wall B-1 NSW 19.50 0.00 20.25 20.25 0.00 - - Segment 1 - - 0.00 4.00 4.00 - 1.94 - Opening 1 - - 4.00 14.25 10.25 - - 4.00 Segment 2 - - 14.25 20.25 6.00 - 1.29 - Line C Level 1 Line C 1 58.75 0.00 52.25 52.25 40.25 - 7.75 Wall C-1 Seg 1 58.75 0.00 52.25 52.25 40.25 - - Segment 1 - - 0.00 1.00 1.00 - 7.75 - Opening 1 - - 1.00 4.00 3.00 - - 4.00 Segment 2 - - 4.00 7.00 3.00 - 2.58 - Opening 2 - - 7.00 11.00 4.00 - - 4.00 Segment 3 - - 11.00 30.75 19.75 - 0.39 - Opening 3 - - 30.75 34.75 4.00 - - 4.00 Segment 4 - - 34.75 52.25 17.50 - 0.44 - Legend: Type-Seg=segmented,Prf=perforated,FT=force-transfer,NSW=non-shearwall Location-Dimension perpendicular to wall FHS-Length of full-height sheathing used to resist shear force.For perforated walls,it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio-Ratio of wall height to segment length(h/bs),for force-transfer walls,the aspect ratio of the central pier Wall Group-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall 4 Page 9 of 24 Woodworks® Shearwalls Yost Remodel-SHEAR.wsw Aug. 9, 2023 11:48:27 If two wall group numbers listed,they are for rigid diaphragm and flexible diaphragm design. 5 Page 10 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 Loads WIND SHEAR LOADS(as entered or generated) Level Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End Iftl Block 1 W Wall Min W->E Wind Line 0.00 19.50 31.0 Block 1 W Wall 1 W->E Wind Line 0.00 19.50 39.9 Block 1 W L Gable 1 W->E Wind Line 19.50 39.13 0.0 86.1 Block 1 W L Gable Min W->E Wind Line 19.50 39.13 0.0 66.6 Block 1 W Wall 1 W->E Wind Line 19.50 58.75 39.9 Block 1 W Wall Min W->E Wind Line 19.50 58.75 31.0 Block 1 W R Gable Min W->E Wind Line 39.13 58.75 66.6 0.0 Block 1 W R Gable 1 W->E Wind Line 39.13 58.75 86.1 0.0 Block 1 E Wall 1 W->E Lee Line 0.00 2.00 21.6 Block 1 E Wall Min W->E Lee Line 0.00 2.00 31.0 Block 1 E Wall Min W->E Lee Line 2.00 58.75 31.0 Block 1 E Wall 1 W->E Lee Line 2.00 58.75 21.6 Block 1 E L Gable 1 W->E Lee Line 19.50 39.13 0.0 46.5 Block 1 E L Gable Min W->E Lee Line 19.50 39.13 0.0 66.6 Block 1 E R Gable Min W->E Lee Line 39.13 58.75 66.6 0.0 Block 1 E R Gable 1 W->E Lee Line 39.13 58.75 46.5 0.0 Block 1 W Wall 1 E->W Lee Line 0.00 19.50 21.6 Block 1 W Wall Min E->W Lee Line 0.00 19.50 31.0 Block 1 W Wall Min E->W Lee Line 19.50 58.75 31.0 Block 1 W L Gable 1 E->W Lee Line 19.50 39.13 0.0 46.5 Block 1 W Wall 1 E->W Lee Line 19.50 58.75 21.6 Block 1 W L Gable Min E->W Lee Line 19.50 39.13 0.0 66.6 Block 1 W R Gable 1 E->W Lee Line 39.13 58.75 46.5 0.0 Block 1 W R Gable Min E->W Lee Line 39.13 58.75 66.6 0.0 Block 1 E Wall 1 E->W Wind Line 0.00 2.00 39.9 Block 1 E Wall Min E->W Wind Line 0.00 2.00 31.0 Block 1 E Wall 1 E->W Wind Line 2.00 58.75 39.9 Block 1 E Wall Min E->W Wind Line 2.00 58.75 31.0 Block 1 E L Gable 1 E->W Wind Line 19.50 39.13 0.0 86.1 Block 1 E L Gable Min E->W Wind Line 19.50 39.13 0.0 66.6 Block 1 E R Gable 1 E->W Wind Line 39.13 58.75 86.1 0.0 Block 1 E R Gable Min E->W Wind Line 39.13 58.75 66.6 0.0 Block 1 S Roof Min S->N Wind Line -1.00 53.25 35.0 Block 1 S Roof 1 S->N Wind Line -1.00 53.25 21.4 Block 1 S Wall Min S->N Wind Line 0.00 20.25 31.0 Block 1 S Wall 1 S->N Wind Line 0.00 20.25 39.9 Block 1 S Wall 1 S->N Wind Line 20.25 40.25 39.9 Block 1 S Wall Min S->N Wind Line 20.25 40.25 31.0 Block 1 S Wall 1 S->N Wind Line 40.25 52.25 39.9 Block 1 S Wall Min S->N Wind Line 40.25 52.25 31.0 Block 1 N Roof Min S->N Lee Line -1.00 53.25 35.0 Block 1 N Roof 1 S->N Lee Line -1.00 53.25 67.6 Block 1 N Wall 1 S->N Lee Line 0.00 52.25 24.9 Block 1 N Wall Min S->N Lee Line 0.00 52.25 31.0 Block 1 S Roof Min N->S Lee Line -1.00 53.25 35.0 Block 1 S Roof 1 N->S Lee Line -1.00 53.25 67.6 Block 1 S Wall Min N->S Lee Line 0.00 20.25 31.0 Block 1 S Wall 1 N->S Lee Line 0.00 20.25 24.9 Block 1 S Wall Min N->S Lee Line 20.25 40.25 31.0 Block 1 S Wall 1 N->S Lee Line 20.25 40.25 24.9 Block 1 S Wall 1 N->S Lee Line 40.25 52.25 24.9 Block 1 S Wall Min N->S Lee Line 40.25 52.25 31.0 Block 1 N Roof 1 N->S Wind Line -1.00 53.25 21.4 Block 1 N Roof Min N->S Wind Line -1.00 53.25 35.0 Block 1 N Wall Min N->S Wind Line 0.00 52.25 31.0 Block 1 N Wall 1 N->S Wind Line 0.00 52.25 39.9 Block 2 W Ctr Roof Min W->E Wind Line -1.00 18.50 18.7 Block 2 W Ctr Roof 1 W->E Wind Line -1.00 18.50 4.2 Block 2 W R Roof 1 W->E Wind Line 18.50 29.50 4.2 0.0 Block 2 W R Roof Min W->E Wind Line 18.50 29.50 18.7 0.0 Block 2 E Ctr Roof 1 W->E Lee Line -1.00 18.50 36.0 Block 2 E Ctr Roof Min W->E Lee Line -1.00 18.50 18.7 Block 2 E R Roof 1 W->E Lee Line 18.50 29.50 36.0 0.0 Block 2 E R Roof Min W->E Lee Line 18.50 29.50 18.7 0.0 Block 2 W Ctr Roof 1 E->W Lee Line -1.00 18.50 36.0 Block 2 W Ctr Roof Min E->W Lee I Line -1.00 18.50 18.7 6 Page 11 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 WIND SHEAR LOADS(as entered or generated)(continued) Block 2 W R Roof Min E->W Lee Line 18.50 29.50 18.7 0.0 Block 2 W R Roof 1 E->W Lee Line 18.50 29.50 36.0 0.0 Block 2 E Ctr Roof 1 E->W Wind Line -1.00 18.50 4.2 Block 2 E Ctr Roof Min E->W Wind Line -1.00 18.50 18.7 Block 2 E R Roof Min E->W Wind Line 18.50 29.50 18.7 0.0 Block 2 E R Roof 1 E->W Wind Line 18.50 29.50 4.2 0.0 Block 2 S L Gable Min S->N Wind Line 20.25 30.25 0.0 34.0 Block 2 S L Gable 1 S->N Wind Line 20.25 30.25 0.0 43.7 Block 2 S R Gable Min S->N Wind Line 30.25 40.25 34.0 0.0 Block 2 S R Gable 1 S->N Wind Line 30.25 40.25 43.7 0.0 Block 2 S L Gable 1 N->S Lee Line 20.25 30.25 0.0 27.3 Block 2 S L Gable Min N->S Lee Line 20.25 30.25 0.0 34.0 Block 2 S R Gable 1 N->S Lee Line 30.25 40.25 27.3 0.0 Block 2 S R Gable Min N->S Lee Line 30.25 40.25 34.0 0.0 Block 3 E L Gable Min W->E Lee Line 2.00 10.63 0.0 33.7 Block 3 E L Gable 1 W->E Lee Line 2.00 10.63 0.0 27.1 Block 3 E R Gable 1 W->E Lee Line 10.62 19.25 27.1 0.0 Block 3 E R Gable Min W->E Lee Line 10.62 19.25 33.7 0.0 Block 3 E L Gable 1 E->W Wind Line 2.00 10.63 0.0 43.3 Block 3 E L Gable Min E->W Wind Line 2.00 10.63 0.0 33.7 Block 3 E R Gable 1 E->W Wind Line 10.62 19.25 43.3 0.0 Block 3 E R Gable Min E->W Wind Line 10.62 19.25 33.7 0.0 Block 3 S L Roof 1 S->N Wind Line 30.34 41.40 0.0 7.6 Block 3 S L Roof Min S->N Wind Line 30.34 41.40 0.0 18.8 Block 3 S Ctr Roof Min S->N Wind Line 41.40 53.25 18.8 Block 3 S Ctr Roof 1 S->N Wind Line 41.40 53.25 7.6 Block 3 N L Roof Min S->N Lee Line 30.34 41.40 0.0 18.8 Block 3 N L Roof 1 S->N Lee Line 30.34 41.40 0.0 36.2 Block 3 N Ctr Roof 1 S->N Lee Line 41.40 53.25 36.2 Block 3 N Ctr Roof Min S->N Lee Line 41.40 53.25 18.8 Block 3 S L Roof 1 N->S Lee Line 30.34 41.40 0.0 36.2 Block 3 S L Roof Min N->S Lee Line 30.34 41.40 0.0 18.8 Block 3 S Ctr Roof 1 N->S Lee Line 41.40 53.25 36.2 Block 3 S Ctr Roof Min N->S Lee Line 41.40 53.25 18.8 Block 3 N L Roof 1 N->S Wind Line 30.34 41.40 0.0 7.6 Block 3 N L Roof Min N->S Wind Line 30.34 41.40 0.0 18.8 Block 3 N Ctr Roof 1 N->S Wind Line 41.40 53.25 7.6 Block 3 N Ctr Roof Min N->S Wind Line 41.40 53.25 18.8 Legend: Block-Block used in load generation Accum.=loads from one block combined with another Manual=user-entered loads(so no block) F-Building face(north,south,east or west) Element-Building surface on which loads generated or entered Load Case-One of the following: ASCE 7 All Heights:Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5 ASCE 7 Low-rise:Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4 Wind Dir-Direction of wind for loads with positive magnitude,also direction of MWFRS. Surf Dir-Windward or leeward side of the building for loads in given direction Prof-Profile(distribution) Location-Start and end points on building element Magnitude-Start=intensity of uniform and point loads or leftmost intensity of trapezoidal load,End=right intensity of trap load Trib Ht-Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified(unfactored)Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 7 Page 12 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 BUILDING MASSES Level Magnitude Trib Force Building Block Wall Profile Location[ft] [lbs,plf,psf] Width Dir Element Line Start End Start End ft E-W Roof Block 1 1 Line 18.50 59.75 406.9 406.9 E-W Roof Block 1 4 Line 18.50 59.75 406.9 406.9 E-W Roof Block 2 2 Line -1.00 19.50 165.0 165.0 E-W Roof Block 2 3 Line -1.00 19.50 165.0 165.0 E-W Roof Block 3 3 Line 1.00 20.25 90.0 90.0 E-W Roof Block 3 4 Line 1.00 20.25 105.0 105.0 E-W R Gable Block 1 1 Line 19.50 39.13 83.3 0.0 E-W L Gable Block 1 1 Line 39.13 58.75 0.0 83.3 E-W L Gable Block 1 4 Line 19.50 39.13 83.3 0.0 E-W R Gable Block 1 4 Line 39.13 58.75 0.0 83.3 E-W L Gable Block 3 4 Line 2.00 10.63 42.1 0.0 E-W R Gable Block 3 4 Line 10.63 19.25 0.0 42.1 N-S Roof Block 1 B Line -1.00 53.25 309.4 309.4 N-S Roof Block 1 C Line -1.00 53.25 309.4 309.4 N-S Roof Block 2 A Line 19.25 41.25 161.3 161.3 N-S Roof Block 2 B Line 19.25 41.25 146.3 146.3 N-S Roof Block 3 Line 40.25 53.25 144.4 144.4 N-S Roof Block 3 Line 40.25 53.25 144.4 144.4 N-S L Gable Block 2 A Line 20.25 30.25 42.4 0.0 N-S R Gable Block 2 A Line 30.25 40.25 0.0 42.4 Both Wall 1-1 n/a 1 Line 19.50 58.75 38.8 38.8 Both Wall 2-1 n/a 2 Line 0.00 19.50 38.8 38.8 Both Wall 3-1 n/a 3 Line 0.00 2.00 38.8 38.8 Both Wall 4-1 n/a 4 Line 2.00 58.75 38.8 38.8 Both Wall A-1 n/a A Line 20.25 40.25 38.8 38.8 Both Wall A-2 n/a Line 40.25 52.25 38.8 38.8 Both Wall B-1 n/a B Line 0.00 20.25 38.8 38.8 Both Wall C-1 n/a C Line 0.00 52.25 38.8 38.8 Legend: Force Dir-Direction in which the mass is used for seismic load generation,E-W,N-S,or Both Building element-Roof,gable end,wall or floor area used to generate mass,wall line for user-applied masses, Floor F#-refer to Plan View for floor area number Wall line-Shearline that equivalent line load is assigned to Location-Start and end points of equivalent line load on wall line Trib Width.-Tributary width;for user applied area loads only 8 Page 13 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 SEISMIC LOADS Level 1 Force Profile Location[ft] Mag[lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 43.1 43.1 E-W Point 0.00 0.00 156 156 E-W Line 0.00 1.00 53.2 53.2 E-W Line 1.00 2.00 78.6 78.6 E-W Point 2.00 2.00 61 61 E-W Line 2.00 10.63 78.6 84.1 E-W Line 10.63 18.50 84.1 79.1 E-W Line 18.50 19.25 185.2 184.8 E-W Line 19.25 19.50 184.8 184.8 E-W Point 19.50 19.50 102 102 E-W Line 19.50 20.25 141.7 142.5 E-W Line 20.25 39.13 117.1 138.0 E-W Line 39.13 58.75 138.0 116.3 E-W Point 58.75 58.75 264 264 E-W Line 58.75 59.75 106.2 106.2 N-S Line -1.00 0.00 80.7 80.7 N-S Point 0.00 0.00 412 412 N-S Line 0.00 19.25 90.8 90.8 N-S Line 19.25 20.25 131.0 131.0 N-S Point 20.25 20.25 99 99 N-S Line 20.25 30.25 131.0 136.5 N-S Line 30.25 40.25 136.5 131.0 N-S Point 40.25 40.25 10 10 N-S Line 40.25 41.25 168.6 168.6 N-S Line 41.25 52.25 128.5 128.5 N-S Point 52.25 52.25 548 548 N-S Line 52.25 53.25 118.4 118.4 Legend: Loads in table can be accumulation of loads from several building masses,so they do not correspond with a particular building element. Location-Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified(unfactored)Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 9 Page 14 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9,2023 11:48:27 Design Summary SHEARWALL DESIGN Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC.2.2(wind)or 12.12(seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage(SDPWS Table C4.2.2D). 10 Page 15 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads SHEAR RESULTS N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line 1 Level 1 Lnl, Levl - S->N - - 2645 - - - 339 - - 9817 - - N->S - - 2603 - - - 339 - - 9817 - Wall 1-1 1 S->N - - 2645 - 1.0 - 339 - - 9817 - 1 N->S - - 2603 - 1.0 - 339 - - 9817 - Seg. 1 - S->N 91.2 0.0 1277 - 1.0 - 339 - 339 4739 0.27 - N->S 89.8 0.0 1257 - 1.0 - 339 - 339 4739 0.27 Seg. 2 - S->N 91.2 0.0 1368 - 1.0 - 339 - 339 5078 0.27 - N->S 89.8 0.0 1347 - 1.0 - 339 - 339 5078 0.27 Line 4 Ln4, Levl - S->N - - 3003 - - - 339 - - 13115 - - N->S - - 2946 - - - 339 - - 13115 - Wall 4-1 1 S->N - - 3003 - 1.0 - 339 - - 13115 - 1 N->S - - 2946 - 1.0 - 339 - - 13115 - Seg. 1 - S->N 77.5 0.0 1298 - 1.0 - 339 - 339 5670 0.23 - N->S 76.0 0.0 1274 - 1.0 - 339 - 339 5670 0.22 Seg. 2 - S->N 75.0 0.0 281 - .97 - 328 - 328 1229 0.23 - N->S 73.6 0.0 276 - .97 - 328 - 328 1229 0.22 Seg. 3 - S->N 77.5 0.0 446 - 1.0 - 339 - 339 1946 0.23 - N->S 76.0 0.0 437 - 1.0 - 339 - 339 1946 0.22 Seg. 4 - S->N 77.5 0.0 426 - 1.0 - 339 - 339 1862 0.23 - N->S 76.0 0.0 418 - 1.0 - 339 - 339 1862 0.22 Seg. 5 - S->N 77.5 0.0 426 - 1.0 - 339 - 339 1862 0.23 - N->S 76.0 0.0 418 - 1.0 - 339 - 339 1862 0.22 Seg. 6 - S->N 50.0 0.0 125 - .65 - 218 - 218 546 0.23 - N->S 49.1 0.0 123 - .65 - 218 - 218 546 0.22 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V FlbsI Ratio Line A Level 1 LnA, Levl - W->E - - 2236 - - - 339 - - 3724 - - E->W - - 2300 - - - 339 - - 3724 - Wall A-1 1 W->E - - 1220 - 1.0 - 339 - - 2031 - 1 E->W - - 1255 - 1.0 - 339 - - 2031 - Seg. 1 - W->E 203.3 0.0 1220 - 1.0 - 339 - 339 2031 0.60 - E->W 209.1 0.0 1255 - 1.0 - 339 - 339 2031 0.62 Seg. 2 - W->E 0.0 0.0 0 - 1.0 - 339 - 339 - - - E->W 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall A-2 1 W->E - - 1016 - 1.0 - 339 - - 1693 - 1 E->W - - 1046 - 1.0 - 339 - - 1693 - Seg. 1 - W->E 203.3 0.0 1016 - 1.0 - 339 - 339 1693 0.60 - E->W 209.1 0.0 1046 - 1.0 - 339 - 339 1693 0.62 Seg. 2 - W->E 0.0 0.0 0 - 1.0 - 339 - 339 - - - E->W 0.0 0.0 0 - 1.0 - 339 - 339 - - Line C LnC, Levl - W->E - - 2253 - - - 339 - - 13396 - - E->W - - 2256 - - - 339 - - 13396 - Wall C-1 1 W->E - - 2253 - 1.0 - 339 - - 13396 - 1 E->W - - 2256 - 1.0 - 339 - - 13396 - Seg. 1 - W->E 0.0 0.0 0 - 1.0 - 339 - 339 - - - E->W 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - W->E 44.1 0.0 132 - .77 - 262 - 262 786 0.17 - E->W 44.1 0.0 132 - .77 - 262 - 262 786 0.17 Seg. 3 - W->E 56.9 0.0 1125 - 1.0 - 339 - 339 6686 0.17 - E->W 57.0 0.0 1126 - 1.0 - 339 - 339 6686 0.17 Seg. 4 - W->E 56.9 0.0 996 - 1.0 - 339 - 339 5924 0.17 - E->W 57.0 0.0 998 - 1.0 - 339 - 339 5924 0.17 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmax/vft-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn.4.3-9=V/FHS/Co.FHS is factored for narrow segments as per 4.3.4.3 11 Page 16 of 24 Woodworks® Shearwalls Yost Remodel-SHEAR.wsw Aug. 9, 2023 11:48:27 Force-transfer walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force.For shearline:total shearline force.For wall:total of all segments on wall.For segment:force on segment Asp/Cub—For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier:Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. For wall:Unfactored.For segment:Include Cub factor and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities,S=Strongest side or twice weakest, G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V—Total factored shear capacity of shearline, wall or segment. Crit Resp—Response ratio=v/Cmb=design shear force/unit shear capacity. "S"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 12 Page 17 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 HOLD-DOWN DESIGN(flexible wind design) Level 1 Tensile ASD Line- Location[ft] Load Holddown Force[Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 19.63 1 996 996 LIMIT w/o 1500 0.66 1-1 L Op 1 0.00 33.38 1 980 980 LIMIT w/o 1500 0.65 1-1 R Op 1 0.00 43.88 1 1014 1014 LIMIT w/o 1500 0.68 1-1 R End 0.00 58.63 1 998 998 LIMIT w/o 1500 0.67 Line 4 4-1 L End 52.25 2.13 1 782 782 LIMIT w/o 1500 0.52 4-1 L Op 1 52.25 18.63 1 768 768 LIMIT w/o 1500 0.51 4-1 R Op 1 52.25 21.88 1 764 764 LIMIT w/o 1500 0.51 4-1 L Op 2 52.25 25.38 1 749 749 LIMIT w/o 1500 0.50 4-1 R Op 2 52.25 30.63 1 1105 1105 LIMIT w/o 1500 0.74 4-1 L Op 3 52.25 36.13 1 1084 1084 LIMIT w/o 1500 0.72 4-1 R Op 3 52.25 41.37 1 1138 1138 LIMIT w/o 1500 0.76 4-1 L Op 4 52.25 46.63 1 1116 1116 LIMIT w/o 1500 0.74 4-1 R Op 4 52.25 48.88 1 879 879 LIMIT w/o 1500 0.59 4-1 L Op 5 52.25 54.13 1 863 863 LIMIT w/o 1500 0.58 4-1 R Op 5 52.25 56.38 1 460 460 LIMIT w/o 1500 0.31 4-1 R End 52.25 58.63 1 451 451 LIMIT w/o 1500 0.30 Line A A-1 L End 20.37 0.00 1 1914 1914 N/A 30000 0.06 A-1 L Op 1 26.13 0.00 1 1969 1969 N/A 30000 0.07 A-2 L End 40.38 2.00 1 1658 1658 N/A 30000 0.06 A-2 L Op 1 45.13 2.00 1 1706 1706 N/A 30000 0.06 Line C C-1 R Op 1 4.13 58.75 1 373 373 LIMIT w/o 1500 0.25 C-1 L Op 2 6.88 58.75 Min 373 373 LIMIT w/o 1500 0.25 C-1 R Op 2 11.13 58.75 Min 447 447 LIMIT w/o 1500 0.30 C-1 L Op 3 30.63 58.75 1 447 447 LIMIT w/o 1500 0.30 C-1 R Op 3 34.88 58.75 1 448 448 LIMIT w/o 1500 0.30 C-1 R End 52.13 58.75 Min 448 448 LIMIT w/o 1500 0.30 Legend: Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n-Position of stud that hold-down is attached to: V Elem-Vertical element.column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n t @ Op n- Uplift force t at opening n from offset opening in perforated wall above,from SDPWS 4.3.6.2.1 Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All Heights:Case 1 or 2 from Fig.27.3-8 ASCE 7 Low-rise:Windward corner(s)and Case A or 8 from Fig.28.3-1 ASCE 7 Minimum loads(27.1.5/28.3.4) Hold-down Forces: Shear-Wind shear overturning component,based on shearline force,factored forASD by 0.60.For perforated walls, T from SDPWS 4.3-8 is used. Dead-Dead load resisting component,factored forASD by 0.60 Uplift-Uplift wind load component,factored forASD by 0.60.For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd-Sum of ASD-factored overturning,dead and uplift forces.May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: Refer to Shear Results table for factor Co,and shearline dimensions table for the sum of Li,used to calculate tension force T for perforated walls from SDPWS Eqn.4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table.Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 13 Page 18 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 COLLECTOR FORCES(flexible wind design) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location[ft] Load Force[Ibs] Force[Ibs] Wall or Opening X Y Case ---> <--- ---> <--- Line 1 1-1 Left Opening 1 0.00 33.50 1 333 -328 1-1 Right Opening 1 0.00 43.75 1 -357 352 Line 4 4-1 Left Opening 1 52.25 18.75 1 412 -404 4-1 Right Opening 1 52.25 21.75 1 253 -248 4-1 Left Opening 2 52.25 25.50 1 336 -330 4-1 Right Opening 2 52.25 30.50 1 72 -70 4-1 Left Opening 3 52.25 36.25 1 213 -209 4-1 Right Opening 3 52.25 41.25 1 -52 51 4-1 Left Opening 4 52.25 46.75 1 84 -82 4-1 Right Opening 4 52.25 48.75 1 -22 22 4-1 Left Opening 5 52.25 54.25 1 113 -111 4-1 Right Opening 5 52.25 56.25 1 7 -7 Line A A-1 Left Opening 1 26.25 0.00 1 800 -823 A-2 Left Opening 1 45.25 2.00 1 489 -503 Line C C-1 Right Opening 1 4.00 58.75 1 -172 173 C-1 Left Opening 2 7.00 58.75 1 -170 170 C-1 Right Opening 2 11.00 58.75 1 -342 343 C-1 Left Opening 3 30.75 58.75 1 -69 69 C-1 Right Opening 3 34.75 58.75 1 -242 242 Legend: Line-Wall-Shearline and wall number Position..:Side of opening or wall end that drag strut is attached to Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7All heights Case 1 or 2 ASCE 7 Low-rise comer,•Case A or B Drag strut Force-Axial force in transfer element at openings,gaps,or changes in design shear along shearline.+:tension;-:compression. Based on ASD-factored shearline force(vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force-For force-transfer walls,force transferred from above and below opening to shearwall pier. ->Due to shearline force in the west-to-east or south-to-north direction <-Due to shearline force in the east-to-west or north-to-south direction 14 Page 19 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9,2023 11:48:27 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Diaphragm Force[Ibs] Ibs s .ft E-W N-S E-W: Fpx Design N-S: Fpx Design 1 56745 2650.8 7403 7403 6737 6737 6737 6737 All 56745 - 7403 7403 - - - - Legend: Mass-Sum of all generated and input building masses on level=wx in ASCE 7 equation 12.8-12. Story Shear-Total unfactored(strength-level)shear force induced at level x, =Fx in ASCE 7 equation 12.8-11. Diaphragm Force-Minimum ASD-factored force for diaphragm design,used by Shearwalls only for drag strut forces,as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1,-2,and-3.Design=The greater of the story shear and Fpx+transfer forces from discontinuous shearlines, factored by overstrength(omega)as per 12.10.1.1. Omega=2.5 as per 12.2-1. Redundancy Factor p(rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=0.85;Ev=0.170 D unfactored;0.119 D factored;total dead load factor:0.6-0.119=0.481 tension, 1.0+0.119=1.119 compression. 15 Page 20 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 SHEAR RESULTS(flexible seismic design) N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V Ibs Ratio Line 1 Level 1 Lnl, Levl - Both - - 2362 - - - 242 - - 7012 - Wall 1-1 1 Both - - 2362 - 1.0 - 242 - - 7012 - Seg. 1 - Both 81.5 0.0 1141 - 1.0 - 242 - 242 3385 0.34 Seg. 2 - Both 81.5 0.0 1222 - 1.0 - 242 - 242 3627 0.34 Line 4 Ln4, Levl - Both - - 2820 - - - 242 - - 9368 - Wall 4-1 1 Both - - 2820 - 1.0 - 242 - - 9368 - Seg. 1 - Both 72.8 0.0 1219 - 1.0 - 242 - 242 4050 0.30 Seg. 2 - Both 70.4 0.0 264 - .97 - 234 - 234 878 0.30 Seg. 3 - Both 72.8 0.0 418 - 1.0 - 242 - 242 1390 0.30 Seg. 4 - Both 72.8 0.0 400 - 1.0 - 242 - 242 1330 0.30 Seg. 5 - Both 72.8 0.0 400 - 1.0 - 242 - 242 1330 0.30 Seg. 6 - Both 47.0 0.0 117 - .65 - 156 - 156 390 0.30 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Level 1 LnA, Levl - Both - - 2387 - - - 242 - - 2660 - Wall A-1 1^ Both - - 1302 - 1.0 - 242 - - 1451 - Seg. 1 - Both 217.0 0.0 1302 - 1.0 - 242 - 242 1451 0.90 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall A-2 1^ Both - - 1085 - 1.0 - 242 - - 1209 - Seg. 1 - Both 217.0 0.0 1085 - 1.0 - 242 - 242 1209 0.90 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line C LnC, Levl - Both - - 2795 - - - 242 - - 9569 - Wall C-1 1 Both - - 2795 - 1.0 - 242 - - 9569 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 54.7 0.0 164 - .77 - 187 - 187 562 0.29 Seg. 3 - Both 70.6 0.0 1395 - 1.0 - 242 - 242 4776 0.29 Seg. 4 - Both 70.6 0.0 1236 - 1.0 - 242 - 242 4232 0.29 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of seismic force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmax/vft-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn.4.3-9=V/FHS/Co.FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force.For shearline:total shearline force.For wall:total of all segments on wall.For segment:force on segment Asp/Cub-For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier.Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. For wall:Unfactored.For segment:Include Cub factor and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities,S=Strongest side or twice weakest,G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V-Total factored shear capacity of shearline,wall or segment. Crit Resp-Response ratio=v/Cmb=design shear force/unit shear capacity. "W"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 16 Page 21 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 HOLD-DOWN DESIGN(flexible seismic design) Level 1 Tensile ASD Line- Location[ft] Holddown Force[Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 19.63 889 889 LIMIT w/o 1500 0.59 1-1 L Op 1 0.00 33.38 889 889 LIMIT w/o 1500 0.59 1-1 R Op 1 0.00 43.88 906 906 LIMIT w/o 1500 0.60 1-1 R End 0.00 58.63 906 906 LIMIT w/o 1500 0.60 Line 4 4-1 L End 52.25 2.13 735 735 LIMIT w/o 1500 0.49 4-1 L Op 1 52.25 18.63 735 735 LIMIT w/o 1500 0.49 4-1 R Op 1 52.25 21.88 717 717 LIMIT w/o 1500 0.48 4-1 L Op 2 52.25 25.38 717 717 LIMIT w/o 1500 0.48 4-1 R Op 2 52.25 30.63 1038 1038 LIMIT w/o 1500 0.69 4-1 L Op 3 52.25 36.13 1038 1038 LIMIT w/o 1500 0.69 4-1 R Op 3 52.25 41.37 1068 1068 LIMIT w/o 1500 0.71 4-1 L Op 4 52.25 46.63 1068 1068 LIMIT w/o 1500 0.71 4-1 R Op 4 52.25 48.88 826 826 LIMIT w/o 1500 0.55 4-1 L Op 5 52.25 54.13 826 826 LIMIT w/o 1500 0.55 4-1 R Op 5 52.25 56.38 432 432 LIMIT w/o 1500 0.29 4-1 R End 52.25 58.63 432 432 LIMIT w/o 1500 0.29 Line A A-1 L End 20.37 0.00 2044 2044 N/A 30000 0.07 A-1 L Op 1 26.13 0.00 2044 2044 N/A 30000 0.07 A-2 L End 40.38 2.00 1771 1771 N/A 30000 0.06 A-2 L Op 1 45.13 2.00 1771 1771 N/A 30000 0.06 Line C C-1 R Op 1 4.13 58.75 462 462 LIMIT w/o 1500 0.31 C-1 L Op 2 6.88 58.75 462 462 LIMIT w/o 1500 0.31 C-1 R Op 2 11.13 58.75 554 554 LIMIT w/o 1500 0.37 C-1 L Op 3 30.63 58.75 554 554 LIMIT w/o 1500 0.37 C-1 R Op 3 34.88 58.75 555 555 LIMIT w/o 1500 0.37 C-1 R End 52.13 58.75 555 555 LIMIT w/o 1500 0.37 Legend: Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n- Position of stud that hold-down is attached to: V Elem- Vertical element.column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n t @ Op n- Uplift force t at opening n from offset opening in perforated wall above,from SDPWS 4.3.6.2.1 Location-Co-ordinates in Plan View Hold-down Forces: Shear-Seismic shear overturning component,factored for ASD by 0.7.For perforated walls, T from SDPWS 4.3-8 is used Dead-Dead load resisting component,factored forASD by 0.60 Ev-Vertical seismic load effect from ASCE 7 12.4.2.2=-0.2Sds x ASD seismic factor x unfactored D=0.198 x factored D.Refer to Seismic Information table for more details. CmbV-Sum of ASD-factored overturning,dead and vertical seismic forces.May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: Combined force from ASCE 7 2.4.1 load combination 10=-(0.6D-0.7Ev+0.7Eh);Eh(from 12.4.2.1)_-shear overturning force Refer to Shear Results table for factor Co,and shearline dimensions table for the sum of Li,used to calculate tension force T for perforated walls from SDPWS Eqn.4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table.Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 17 Page 22 of 24 WoodWorks® Shearwalls Yost Remodel -SHEAR.wsw Aug. 9, 2023 11:48:27 COLLECTOR FORCES(flexible seismic design) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location[ft] Force[Ibs] Force[Ibs] Wall or Opening X Y ---> <--- ---> <--- Line 1 Shearline force 3071 3071 1-1 Left Opening 1 0.00 33.50 387 -387 1-1 Right Opening 1 0.00 43.75 -415 415 Line 4 Shearline force 3666 3666 4-1 Left Opening 1 52.25 18.75 503 -503 4-1 Right Opening 1 52.25 21.75 309 -309 4-1 Left Opening 2 52.25 25.50 410 -410 4-1 Right Opening 2 52.25 30.50 87 -87 4-1 Left Opening 3 52.25 36.25 260 -260 4-1 Right Opening 3 52.25 41.25 -63 63 4-1 Left Opening 4 52.25 46.75 102 -102 4-1 Right Opening 4 52.25 48.75 -27 27 4-1 Left Opening 5 52.25 54.25 138 -138 4-1 Right Opening 5 52.25 56.25 9 -9 Line A Shearline force 3104 3104 A-1 Left Opening 1 26.25 0.00 1111 -1111 A-2 Left Opening 1 45.25 2.00 679 -679 Line C Shearline force 3633 3633 C-1 Right Opening 1 4.00 58.75 -278 278 C-1 Left Opening 2 7.00 58.75 -274 274 C-1 Right Opening 2 11.00 58.75 -552 552 C-1 Left Opening 3 30.75 58.75 -112 112 C-1 Right Opening 3 34.75 58.75 -390 390 Legend: Line-Wall-Shearline and wall number Position..:Side of opening or wall end that drag strut is attached to Location-Co-ordinates in Plan View Drag strut Force-Axial force in transfer element at openings,gaps,or changes in design shear along shearline.+:tension;-:compression. Based on ASD-factored shearline force shown.For SDC C-F,it is the greater of the design shearline force and the diaphragm force Fpx,added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength(omega)as per 12.10,1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F,if horizontal torsional irregularities 2,3,or 4 are input,or vertical irregularity 4 detected or input,25%increase from 12.3.3.4 applied. For perforated walls,this force is converted to vmax using 4.3.6.4.1.1. Strap/Blocking Force-For force-transfer walls,force transferred from above and below opening to shearwall pier. ->Due to shearline force in the west-to-east or south-to-north direction <-Due to shearline force in the east-to-west or north-to-south direction 18 Page 23 of 24 Woodworks COMPANY PROJECT Aug.13,2023 08:35 F1 Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(16.0 ) psf Load2 Live Full Area 40.00(16.0") psf self we Dead Full UDL 2.9 plf Maximum Reactions(lbs), Bearing Capacities(lbs)and Bearing Lengths(in) 11.557' 0' 11.5' Unfactored: Dead 109 109 Live 308 308 Factored: Total 417 417 Bearing: Capacity Joist 417 417 Support 805 805 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.69 0.69 Min req'd 0.69 0.69 Cb 1.00 1.00 Cb min 1'00 1.00 Cb support 1.25 1.25 Fcp sup 6251 1 625 F1 Lumber-soft,Hem-Fir,No.2,2x10(1-1/2"x9-1/4") Supports:All-Timber-soft Beam,D.Fir-L No.2 Floorjoist spaced at 16.0"etc;Total length:11.56%Clear span:11.438`Volume=1.1 cu.ft. Lateral support:top=continuous,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); This section PASSES the design code check. Analysis vs.Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 39 Fv' = 150 psi fv/Fv' = 0.26 Bending(+) fb = 670 Fb' = 1075 psi fb/Fb' = 0.62 Live Defl'n 0.16 = L/845 0.38 = L/360 in 0.43 Total Defl'n 0.25 = L/552 0.57 = L/240 in 0.43 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 415, V design = 357 (NDS 3.4.3.1(a)) lbs; M(+) = 1194 lbs-ft EI = 128.6le06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2021)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASD).Design values are from the NDS Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 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I i m EASTING ;j GUEST BEDROOM 5030 LIVING a IN-FILL EXISTING OPENING) ,I N 3068 O� N EASING � W W - co ® > Q GARAGE W 2 z 't Q UNEOF GAR.DR.IN OPEN POSITION 3' a _ _ _ Q NNE OF GARAGE DOOR IN OPEN POSITION \ / CITY OF AR,LINOT0 BUILDING DEPARTME� q�f,PP�ROVEO CATS �.=f6�.L�Y._. FLOOR PLAN at F r iES AU THOP.ILEQ IUNI,ESS Ar PRvvED BY TN,� BUILDING INSPECT., R I ORIGINAL qUG.12,2023 CR,.NG DATE. 6'-0' FLOOR PLAN SCALE. N.T.S(U.NO) a'-o• z'-1�' 6'-0• z-1}' s'-u' zo'-o• 1z'-a• SCALE:Y4= 1-CT SHEET NO. A-1 i � p 0 512 5 12 ___ 7'-9'PLATE HEIGHT If 6'-S'HEADER ._._.._.._._ x. FRONT ELEVATION SCALE:Ya"= V-0' ............................................. 12 .... _ ....... _..._ ..., , ._...._..........__ 5,12 7'-9'PLATE HEIGHT �..._..._....._.._. .......... ......... '---- 6'-8'HEADER .---- LLl Z N ---- --- --- -- - -- Q z c._ _. .. .... .. m- „ LLJ ... ...._. . .. ._ ................. ._._. ..... .. .... ... ... _ .. .. ._ ........,_..... _ �___ __ FlRST_EL6QCIR_$JJB_Fl,p R� Q O _ Q LEFT ELEVATION SCALE:Ya'= 1'-0' ELEVATIONS ORIGINAL AUG 12.1U2J DR,,G DATE: SCALE', N,T.S(U N O) SHEET NO: A-2 IS If n O o S S rc Q 12 t2 COMPOSITION ROOF SHEATHING 5� �5 OVER 3W DSB SHTG., TYP. 5-12 7'-9'PLATE HEIGHT HEADER — --v HARDI PLANK SIDING OVER?{6 OSB SHTG, TYP, WHERE SHOWN „- —__—__ _FIRST FLOOR SUB-FLOOR RIGHT ELEVATION SCALE:)/,_ 1 0' 5A2 T-9'PLATE HEIGHT 6'-B'HEADER - 0 J N W Lu zN --- _ ° Q _-------- _-__-__----FIRST FLOOR SUB-FLUOR V F- r Z ® ® J Q REAR ELEVATION SCALE:/a"= l'-O' ELEVATIONS ORIGINAL TUG.12.2G23 oFmArwG DA SCALE. 5(U N.O-) I SHEET NO. A®3 GENERAL NOTES: REINFORCING STEEL: Pre-En ic�neered Roof and Floor Trusses: SHEAR WALL(SW)AND ANCHORAGE SCHEDULE(HEM-FIR),D,. , The Structure has been designed to resist code-required vertical and lateral forces after the All reinforcing steel to be GRADE 60 PER ASTM A-615. Reinforcement lap All prefabricated wood roof and floor trusses shall be designed by or under the direct Rim Joist Or ° construction of all structural elements have been completed. Stability of the structural elements splices shall be the greater of 32 bar diameters or 18". Lap horizontal steel at all corners and supervision of a licensed Professional Engineer registered in the state where the structure is Ml...Regai Stud& Blpck C°nn°a„en A11-1 nt R.Ut PI .1 `° ASD S.W. VA Rated Panei Edge N°Ming Blocking Slze maC1ng Ta T. oP IN- (w)Andtor Bolt& prior to completion is the sole responsibility of the General Contractor. Builder is to verify all intersections in footings and walls with continuous comer bars.Footing reinforcement shall run located. The truss shop drawings shall bear the stamp of that Engineer and shall be fabricated LXW cap,dty S thing(X-) Y shectdf g L Ng o Adpi"Trig (PLF) (A)(B)(C)(D) (D)(E)(K) Panty Edgea (G)(H);(Does N°inng To woad Sill Plate not apply to Concrete BNow dimensions prior to starting work. All changes to structure must be reviewed and approved by continuous thru pad/expanded footings, and installed per the latest Truss Plate Institute standards. Where trusses are not provided to sw.,,knhd (N) (c)(F)(u amwl°Pa=°) (,) (J)(q(M) ®F°^ Phillips Structural Engineering.All materials,methods,and workmanship shall be in accordance Minimum concrete cover over reinforcing steel shall be provided as follows: complete the roof system,overframing members with positive connections shall be provided as 6d®s o.c. with the International Building Code(IBC)2018 Edition.The Builder is responsible for using safe • INTERIOR FACES OF SLAB AND WALL BARS=1Yz" directed by the Truss Engineer. Details on overframing shall be provided in the truss shop owe 242/339 a;osB(,)sloe o.131K2x^O 6"D.C. zK Pa O 36"OC OR 12d®a D.C. "®48"O.C. 2. work practices and conforming to all safety ordinances. • EXPOSED TO WEATHER OR EARTH=1Yz'AT#5 AND SMALLER AND 2"AT#6 AND drawing package which shall be consistent with the modeling of the trusses. All necessary o Any construction observation performed by the Structural Engineer is for general conformance LARGER. temporary and permanent bridging,blocking,pre-notched plates,hangers,etc.for the stability with design aspects per IBC 1704.6 and is not intended in any way to review the General • CONCRETE CAST AGAINST SOIL=3" of the truss elements under gravity and lateral loads shall be designed,detailed/specified and Contractor's construction procedures.Structural observation does not waive the responsibility for WOOD FRAMING AND CARPENTRY: furnished by the manufacturer. The Truss Manufacturer shall verify all setbacks,dimensions special inspections per Section 1705. and bearing points prior to fabrication. Deviations from the layout shown on approved s General Requirements: Provide minimum nailing per 2018 IBC table 2304.10.1 or as indicated engineering plans shall be submitted to PSE for further evaluation.Maximum allowable - STANDARDS: on the drawings. Do not notch or drill structural members,except as permitted by the Engineer. deflections shall be as follows: All methods,materials and workmanship shall conform to the 2018 International Building Code Framing Connectors: Only ICC/IAPMO approved connectors shall be used in framing MAvOATORY NOTES (IBC)as amended and adopted by the local Building Official or applicable jurisdiction. applications as manufactured by Simpson Strong-Tie or equivalent. Provide maximum size and -Roof Total Load=L/360 or 1"(whichever is less) A. ALL SHEATHING PANELS SHALL BE INSTALLED HORIZONTALLY WHERE FRAMING EXCEEDS 16 O.G SPACING.BLOCK ALL PANEL EDGES. STRUCTURAL DESIGN CRITERIA AND LOADING: quantity of fasteners shown in the manufacturer's catalog U.N.O. 3 „ B N/A Fasteners: -Roof Snow/Live Load=U480 or/a (whichever is less) -Floor Total Load=U360 or 3/4'(whichever Is less) C BLOCK ALL SHEATHING PANEL EDGES Bolts shall be per ASTM A-307 with standard Out washers or malleable Iron washers. SHEARWALL SHEATH SHALL BE BE PROVIDED THE ENTIRE LL E LENGTH OF THE WALLS INDICATED ON THE PLANS.ENDS OF FEU_HEIGHT ROOF LOADING -Floor Live Load=L/480 or Y2"(whichever Is less) D SHEARWALES ARE DESIGNATED BY EXTERIOR BUILDING CORNERS,CORRIDORS,WALL PENETRATON$OR AS DESIGNATED ON THE PLANS.SEE PLANS • DEAD LOAD= 15PSF(NO TILE WEIGHT INCLUDED) Post-installed anchors require Engineer's approval prior t0 installation. Contact Phillips &TABLE FOR REQUIRED HOLDOWNS(ALL SHEARWALLS REQUIRE SHEATHING ABOVE&BELOW OPENINGS WITH SAME NAIL PATTERN). • ROOF LIVE LOAD - Structural Engineering for possible alternatives. E EDGE NAIL SHEATHING AT ALL HOIDOWN POI NAILING IS REQUIRED TO EACH STUD USED IN A BUILT-UP HOLDOWN POST Lr rc( )-20PSF Nails shall be common wire nails or equivalent pneumatically drive nails(P-nails),American or AL Trusses shall be designed for the spans and Conditions shown and be Constructed from a (MULTIPLE 2X STUDS).SEE TYPIC DETAILS FOR FURTHER INFORMATION. • TYPICAL FLAT ROOF SNOW LOAD(Pf)=25PSF minimum of Hem-Fir timber and be furnished and installed in conformance with the INTERMEDIATE STUDS SHALL BE 2X_MINIMUM AND NAILED MTH 0.i31"e X 2>¢"FIELD NAILING AT 12"O.C.INHERE STUD SPACING EXCEEDS • SNOW EXPOSURE FACTOR Ce =1.0 Canadian manufacturer only as indicated below.P-nails shall be installed per the F. ,6"O.C.PROVIDE FIELD NAILING®6"O.C.) ( ) manufacturers published specifications. Additional concentrated loads from mechanical units manufacturers guidelines. USE%XI)jw NAIL NAILS BE USED. FOR LTP CLIPS WHEN INSTALLING OVER SHEATHING. IF BTPRIZ CUPS ARE INSTALLED CUPS M TO FRAMING, • SNOW LOAD IMPORTANCE FACTOR(Is)=1.0 and mist.equipment shall be accounted for/coordinated with sub-contractors,the Designer of G. 0.131"eXiX!"VIALS MAY BE USED.ETP CUPS MUST BE INSTALLED MiH LONG DIMENSION HORIZONTALLY.A35 OR RED CUPS MAY BE USED -TYPICAL ROOF SNOW LOAD SHALL NOT BE LESS THAN 25PSF DIAMETER MINIMUMLENG H NAIL Record and Truss Engineer. Framing has been designed assuming Hem-Fir plates w/405 si 'MIEN ATTACHING ROOF BLOCKING To TOP PLATE. COMMON WIRE NAIL 9 9 9 9 P P H. LTPaS NOT FEUD WHERE RIM SHEATHING OVERLAPS THE SECOND FLOOR BOTTOM PLATE. (INCHES) (INCHES) AVPLIQAIIQN crushing capacity,truss engineer to confirm compatibility and add bearing enhancers or I SHEATHING SHALL BE CONTINUOUS OVER BOTTOM PLATE AND RIM OR SILL PLATE PER TYPICAL DETAILING NTH EDGE NAILING AT EACH.WHEN FLOOR LOADING: BdcOMMON 0.131 zw SHEATHING TWO ROWS OF NAILING ARE REQ'D AT DOUBLE SIDED SHEARWALLS SEE TYPICAL DETAIUNG FOR FASTENERS AND BLKG additional support as required. ALL ANCHOR BOLTS SHALL HAVE STEEL PLATE WASHERS 0.229 K3 X3".ANCHOR BOLTS II STANDARD go'BEND SHALL BE EMBEDDED 7 INTO • DEAD LOAD=12PSF(STANDARD WOOD FRAMING WITHOUT HEAVY FINISH) 10d COMMON 0,146 2r" SHEATHING Where trusses align with shear walls,truss engineer to design and provide a truss that has been J. CONCRETE.PLATE WASHERS SHALL EXTEND TO WTHIN V OF SHEATHING EDGE. • TYPICAL RESIDENTIAL OCCUPANCY LIVE LOADING(L)= 40PSF MIA G131 I.. FRAMING K.MING designed to transfer lateral wind and seismic forces as shown on the plans. Loading indicated PROVIDE-HOT-DIPPED'"EVANIM NAILS/BOLTS AND METAL CONNECTORS WHEN ATTACHING TO PRESSURE TREATED MATERIALS. • DECK LIVE LOAD L 60PSF 1.5X FOR AREA SERVED 12d COMMON U.tae �" FRAMING WHERE 3,STUDS ARE REQ'D AT ADJOINING PANEL EDGES(2)2K STUDS MAY BE NAILED TOGETHER IN PLACE OF USING A SINGLE 3x.FACE NAIL ( )_ ( ) (100pif minimum)shall be designed by the truss engineer to transfer from roof or floor sheathing L. STUDS TOGETHER W/i6d AT SAME SPACING SHOWN IN 2X BOTTOM PLATE ATTACHMENT COLUMN.PANEL EDGE NAILING IS REQUIRED TO EACH OF P H I�LI P S 16d COMMON 0.162 B>4" FRAMING to shearwall below. Shop drawings including truss engineering shall be submitted to the THE DOUBLE STUDS AND SHALL BE STAGGERED WIND DESIGN DATA: Engineer of Record for approval prior to submittal to the jurisdiction and fabrication.Should the M. POST INSTALLED ANCHORS MAY NOT BE A VIABLE ALTERNATIVE.CONTACT PHIWPS STRUCTURAL ENGINEERING FOR CONSULTATION. STRUCTURAL ENGINEERING Wood Sheathing(StrUCtUr N. APA RATED PLYWOOD MAY BE USED IN PLACE OF SEE • BASIC DESIGN WIND SPEED(V)=110 MPH truss engineering not be submitted to the Engineer of Record for review the builder is assumingPO Box 108,Milton,WA 98354 Roof sheathing shall be Y2"COX or T/s'OSB nailed w/8d @ 6"D.C.along panel edges,and 12" g g g • ALLOWABLE STRESS DESIGN WIND SPEED(Vasd)=85 MPH 3 responsibility and proceeding at their own risk, o. ALL NAILING SHALL BE PER IBC TABLE aaoa.m.,A.N.D. Phone:(253)344-1666 • RISK CATEGORY=II D.C.in field. Span index shall be 24/0. Plywood Sub Flooring shall be/4'T&G CDX or OSB • WIND IMPORTANCE FACTOR(Iw)=1.0 (glued&nailed). Nailing shall be 10d @ 6"o.c.along panel edges,and 12"o.c.infield(U.N.O.) Alteration of the truss layout indicated the plans may require supporting structural and MaWv.PninipssE.com Span index shall be 48/24. Stagger all end laps per typical detailing. All sheathing shall bear foundation changes,therefore prior approval by the designer and Structural Engineer is • WIND EXPOSURE_"B" required. Trusses shall not be field altered in any way without written approval from the the grade trademark of the American Plywood Association(APA). • TOPOGRAPHICAL EFFECT(Kzt)=1.00 Licensed Truss Engineer of Record. Studs: tyi> It EARTHQUAKE DEIGN DATA: All studs shall be kiln dried(KD)or surface dried(SD). Each stud shall bear the stamp of the West Coast Lumber Inspection Bureau(WCLIB)or Western Wood Products Association RISK CATEGORY=II• 5. • SEISMIC IMPORTANCE FACTOR(le)=1.0 (WWPA)showing grade mark or approved equal. All studs and framing material shall be 2x • MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS nominal minimum material and species shall be a minimum of Hem-Fir stud grade meeting the Pt a t Ss=1.06 following minimum strength properties:Fb=675psi,Fv=150psi,E=1,200,000psi. S1=0.38 Headers: 3 • SEISMIC DESIGN CATEGORY(SDC)_"D" All headers(HDR)not specified or otherwise noted on the plan with spans:56-0"are to be 4x8 0 • BASIC SEISMIC FORCE-RESISTING SYSTEM=LIGHT-FRAMED(WOOD) DF#2 or(2)2x10 HF#2 with at least one cripple and one king stud at each end. Spans between 8/12/2023 WALLS SHEATHED WITH WOOD STRUCTURAL PANEL RATED FOR SHEAR 5'-O"and 8'-0"shall have headers as noted on plan and have at least two cripples and one king RESISTANCE stud U.N.O. Spans greater that&I shall have framing and support per plan. • RESPONSE MODIFICATION FACTOR R =6.5 Heavy Timbers: ALLVARIATIONS FROM DIMENSIONS ( ) AND CONDITIONS SHOWN ON THE • ANALYSIS PROCEDURE USED=EQUIVALENT LATERAL FORCE All timbers above sizes listed above including posts and beams shall be Doug-Fir#2 or better SYMBOL&ABBREVIATIONS LEGEND: DRAWINGS SHALL BE REPORTED TO T icall 6x beams and posts). THE DESIGNER FOR RESOLUTION SOIL INFORMATION: (Typically P ) WITH THE ENGINEER PRIOR TO In the absence of a soils report(prepared by a Licensed Geotechnical Engineer)an Allowable Glu-Laminated Beams(GLB): PROCEEDING WITH V.ORK;FAILURE To COMPLY BY THE oNTlucroR All GLB shall be in conformance with ANSI All 90.1,American National Standards for Structural BEAM #CALLOUT(REF. CALCULATIONS) SHALL BE THEIR HE E Soil Bearing Pressure(ASBP)of 1500psf has been assumed for design.It is the contractor's RESPONSIBILITY FORANY COSTS, responsibility to verify that all footings bear on firm/unyielding,undisturbed earth or compacted Glue-Laminated Timber. Grade 24F-V4 shall meet or exceed the following minimum structural Fb=2400 SI NECESSARY FOR REMEDIAL WORK. "Structural Fill"that meets or exceeds the assumed allowable soil bearingpressure.Soils under properties: p Fv=240psN E=1,800,000psi and shall be used at simple spans.Grade PS W# SHEARWALL CALLOUT(REF. SHEARWALL TABLE) REUSE of Dacumelvrs footings and slabs to be a minimum of 95%compacted per the Modified Proctor Density Test 24F-V8 shall be used at continuous and cantilevered spans.As an alternative at (ASTM D1557).All construction on fill shall be reviewed by a licensed Geotechnical Engineer. continuous/cantilevered spans an equivalent size(width x depth)PSL beam may be substituted UNAIfT INFORO TION ON DNS ANv OF TUN INFORMATION ID THIS DOCUMEIN WNG INVALIDS FLAN (Seta below). X DOCUMENT ENGINEERS LAND FOUNDATIONS: Parallel Strand Lumber(PSL): SECTION REFERENCE SIGNATURE'IF DESIGNS AN'IDEA D® INCORPORATED HEREIN ASATOOL Bottom of exterior footings shall be a minimum of 18"below finished grade for frost protection All PSL shall be in conformance with ASTM D2559 and NER-292. PSL strength requirements OF PROFESSIONAL SERVICE ISTHE �n U.N.O.bearing on undisturbed native soils. Backfill with dry,free draining soils. Backfill next to shall meet or exceed the followingminimum structural properties:Fb=2,900 si,Fv=290 si, PROPERTY OF PHILLIPS STRUCTURAL P P P P 2.5. ANCHOR BOLT IMPORTANT FRAMING NOTE GENERAL CONTRACTOR/FRAMER ENGINEERING PLLCANDISN'OTTOj any retaining walls with a minimum of 12"gravel or free draining soil per typical detailing. E=2,000,000 si. BE used IN PART DR IN THOLE BY P ABOVE P\iSNED FLOOR SHALL VERIFY ALL CONCENTRATED LOADS FROM ABOVE TO ANY PARTY FOR ANY OTHER Appropriate drainage shall be provided adjacent to the base of exterior foundations draining to Laminated Veneer Lumber(LVL): S LACE PRaecrwTHou WRITTEN P 9 q All LVL shall be in conformance with ASTM D2559. LVL shall be made of Doug-Fir(DF)and uM: 1C _-, HAVE SOLID BEARING CONTINUOUS TO THE FOUNDATION daylight er Soils Engineer requirements. AUTHOR 2AnoN FROM PH111Ps (INCLUDING SQUASH BLOCKING IN CRAWLSPACE/FLOOR STRUCTURAL ENGINEERING,PLLC CONCRETE: meet or exceed the following minimum structural properties: Fb=2,600psi,Fv=285psi, N' FWA _DGENAIL FRAMING). ANY CHANGES 10 FOUNDATION AND STRUCTURE ' All concrete materials and placement shall conform to the current ACI 318 code. Concrete shall E=1,900,000psi. I, INE-R 07 RECORD FROM ARCHI.ECTv'RAL PLANS SHALL BE NOTED AND ALL be made with Portland Cement ASTM C-150 Type 11 or Type I and shall be Ready-Mixed per Preservative Treatment(P.T.): W. ALE WAY AFFECTED PARTIES SHALL BE NOTIFIED. ASTM C-94.Minimum compressive strength shall be 3000 PSI*at 28 days with a minimum All exposed framing including lumber,plywood and deck materials shall be pressure treated with IN. n 0 7 0.25#/cf pentachlorophenol per AWPA specification P-5 or other approved treatment. All cutting T F FOR water/cement ratio of 0.45.All concrete shall be air entrained 5 t1/o. Max aggregate size=/a'� T. 'Special Inspection not required for concrete compressive strength.3000 PSI compressive and boring after pressure treatment shall be cared for in accordance with AWPA specification WE TIPSAI y- BOARD tLI W w strength has been specified for weathering protection.Structural design of concrete has been M 4. Exposed framing includes,but is not limited to: ? STRUCTURAL NOTES FOR SIZE) ® rn 1. Joists,girders and subfloor that is closer than 18"to exposed round in crawls aces. dv A G WALL W based on 2500 PSI compressive strength. 9 P s P I _A TYPICAL FRAMING NOTES: ® > l2.e Wood framing(including sheathing)that rest on exterior foundation stem walls and is 8"or ABOVE - NFR ,�CIVIL F I ZtR 1. Roof and floor diaphragm nailing per Wood Sheathing Notes. � Q less from exposed earth. (;) N 2 Solid blocking shall be provided between the bearings of every rafter or truss.Attach every LU Z 3. Any other wood product in direct contact with concrete or masonry, 0,0. iN CEN-_F rafter&truss to framingwith Simpson H2.5T or clip Indicated in P p typical detailing. elfv 0 Wood Connectors at P.T.Conditions: F,E. IRE N' `_RED �t H 3 Metal connectors which are in contact with pressure treated wood shall be protected with one of F 1. R O F, ?EATED . Provide solid built-up studs orposts under all girder trusses,roof beams and floor beams. f_ O the following:Simpson"ZMAX"G185 Galvanization,Triple Zinc Coated,hot Dipped Galvanized S.4 �? Solid blocking(squash blocking)is required in all floor cavities under built-up studs/posts. (J) Z P P pP W. a KA,fING Built-ups or posts shall run continuous to the foundation. o rn -) or other approved method. TO.W. V( :'L WALL 4. Exterior walls shall be nailed&detailed per SW6 U.N.O. All panel edges shall be blocked r U.N.O. ti L NOTED OTHERWISE ershearwalltable. g Q VJ.F. VFR=Y IPt FIELD P 5. Where(2)shearwalls meet at a cornertintersection,the sheathing of each wall shall be edge nailed to the studs/post which the holdown is attached to. PLAN VERACITY: Every attempt has been made to insure the accuracy of these 6. Provide a solid rim joist where floor joist bear on exterior walls per typical details. WAND SPEED: ,10 r.,PH engineered documents,site conditions,product availability,etc. All information 7. Where floor framing runs parallel to exterior walls,install 2x or I-joist blocking panels listed above must be verified prior to construction and fabrication. Any changes or PANEL EDGE NAILING WIND EXPOSURE: B PANEL EDGE BOUNDARY (STAGGER NAILING o PANEL EDGES) between rim joist and first joist @ 48"D.C.-nail sheathing to blocking w/8d @ 3"D.C. n deficiencies on or to the plan must be transmitted to Phillips Structural NAILING(6.O.C.MAX.SPACING) crawl$ ace framing where rim [jam En ineerin PLLC for written approval. gSTS/TRUSS/RAFTER PER PLAN TYPICALLY-FACE NNE DOUBLE TOP PLATES ( p g joist bears On Concrete StemWallS are omitted from this ROOF SNOW LOAD u PSF 9 9, PP -FrIn W/0.T31b X 3-O 12•D.C.STAGGERED requirement). RIM JdsT/BLocKINc N 4'-O'MIN8. Roof and floorjoists/trusses are shown schematically on the plan and are not intended to LICENSE OF ENGINEERING DOCUMENTS: U n u A -/ 1-1/2"MIN show eve location of eve1.Grant ofLicense: Phillips Structural Engineering,PLLC grants the Licensee a U IN ry ry jr interiorI p SPU O.i31'e K s Lone P-NAIL•EACH 9. Provide doublejoists under interior partition walls when rennin arallei to each other.nonexclusive Right of Use for the purpose of constructing a single structure(use) INTERMEDIATE FRAMING I Il �saua u.N.o. 9 P GENERAL NOTESfrom this engineering package. Future uses of this drawing set are permitted when 4z o.c MAX�SPAIUNc) n n II 10. op plates are assumed to be continuous and may be spliced per typical detailing on this accompanied by an originally stamped"Site Specific Re-Use Letter"for each ll (I U t 11. All columns not specified or shown on the plans are to be a minimum of(2)2x studs additional site and payment has been made to Phillips Structural Engineering,PLLC. a X. R U U h SPLICE '0E spike laminated together with 16d nails @ 6"D.C.(stagger). 2.Ownership of Engineering Calculations and Drawings:Phillips Structural )PROVIDE APA APPROVED GLUE U tl h 12. All post-beam intersections shall contain positive connections to resist against uplift DRAWN BY: AMS o Engineering,PLLC shall retain"Title 17 USC Rights and Ownership"of the Pam Au��NOTES STUD ass A N U tl I P. and/or lateral displacement. ORIGINAL STUD P AUG.12,2023 Copyright Law of The United States of America of these Engineering Documents (I U U tl 13. Anchorage of walls to the foundation shall be provided in accordance with the shearwall DRAINING DA E: o0 2J STAGGER SHOWANELS TO OFFSET SND 0 BOT SPLICE SCALE N.T.S.(U.N.0.) and all subsequent copies of the engineering. The Licensee is not permitted JqN S As SHOWN. II II a II LOCATION(TYR) schedule. unlimited reuse of these documents without prior consent. 3/4 "MG PLYWOOD OR OSB NO 14. Typical Walls shall be framed with Hem-Fir U.N.O. PSE NUMBER PSE 23102 SHEATHING AT FLOOR&7/16" WERE 1,A E 1ISCONTI1I rs ARE CREATED BY BEAMS 3.Copy and Transfer Restrictions:Unauthorized copying of the Engineering SHEATHING AT ROOF(APA RATED) PIP O NEC AAA P e/(:)-SMPPNACE�4 UNLESS o� 15. Walls shall be anchored to the foundation per the minimum requirements of SW6(5/8 0 DESIGNER: OWNER documents is strictly forbidden. The Engineering is permitted to be used by TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM LAYOUT OR SIDE OF PLATES•GGNTRACTDRS OPTIGN. A.B.@ 48"o.c.embedded 7"and no more than 12"from ends of each sill and 2 bolts SHEET NO: the Licensee only,and may not be transferred to a 3rd party without prior minimum)with 3"x3"xY4'square washers firmly attached between plate and nut. ry_O written consent of Phillips Structural Engineering,PLLC. (ROOF AND FLOOR) 2 TYPICAL TOP CHORD SPLICE 16. All walls over 10'tall shall have bracing/blocking at 48"o.c.(flat or on edge). J PHILLIPS STRUCTURAL ENGINEERING ENGINEER'S SCOPE OF WORK EXISTING PATIO e ENGINEERING DESIGN AND DETAIL BASED ON THE 2018 INTERNATIONAL BUILDING CODE FOR A 12'x35'-6Ya' ADDITION TO AN EXISTING SINGLE FAMILY, SINGLE STORY RESIDENCE, ® ® e EXISTING WALL AT ADJOINING PORTION OF BUILDING SHALL BE REMOVED AND ROOF SHALL BE SHORED TEMPORARILY, NEW TRUSS ADDED TO CARRY WEIGHT OF EXISTING GABLE PER DETAILING, s2'-2' e ANY DISCREPANCIES FOUND BETWEEN ENGINEERING AND SITE 40'-2' - EXISTING 12'-0'-NEW CONDITIONS/ARCHITECTURAL DRAWINGS SHALL BE REPORTED BACK TO PSE FOR FURTHER EVALUATION. e ENTIRE STRUCTURE HAS NOT BEEN ANALYZED SINCE THE DRILL EXISTING STEM WALL /FOOTING FOR #4 BAR EMBEDDED ADDITION TO .THE BUILDING IS ISOLATED. REMAINDER OF OF INTO STEM BOTTOM OFNFTGN&T(1)L#x484WIBTHIN 5' OF TOP STRUCTURE IS THE RESPONSIBILITY OF OTHERS. J OF STEM WALL. ATTACH W/ SIMPSON AT-XP ADHESIVE PER ° MANUFACTURER'S SPECIFICATIONS. (CHECK W/LOCAL —————--——————JURISDICTION FOR SPECIAL INSPECTION REQUIREMENTS) ——————————————————— —_—__—___—___—__ ______—_---____—__ ,,�..:�... ..10,.., r-----------------._-_--__-_._--__-_-_- ------__-_-_-__-____-_� --_-__-_-_--____- PHILLIPS PO Box 108,Milton,WA 98354 Phone:(253)344'1666 I' I e .PhilllpsSE.Con I I CRAWL SPACE j 6 MIL BLACK VISQUEEN I I VAPOR BARRIER a 3 94 (� LBO �C D L etyu I ( I I I jI 2110 HF#2 LEDGER ATTACHED I I TO EXISTING RIM PER 2/SD 1 n 8/12/2023 EXISTING CRAWL SPACE 'f Fl HF#2 FLOOR I ALL VARIATIONS FROM DIMENSIONS JOISTS ' Q 16'O.0 AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE REPORTED TO 1-- I LUS28, TYP. THE DESIGNER FOR RESOLUTION \ \ I WITH THE ENGINEER WORK; TO Q \\ \\ I I PROCEEDING WITH WORK;FAILURE FN� TO COMPLY BY THECONTRACTOR SOLE �\ 1 I SL BE THEIR SOLE ..... ......,. ..... r, RESPONSIBII.ITV FOR ANY COSTS NECESSARY FOR REMEDIAL WORK. /E-- I I I I REUSE OF DOCUMENTS \..� 2 UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE I DOCUMENT.ENGINEER'S SEAL AND r ID I I N SIGNATURE.THE DESIGNS AND IDEAS I I I INCORPORATED HEREIN,AS A TOOL OF PROFESSIONAL SERVICE,IS THE PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING,PLUG AND IS NOT TO I BE USED IN PART OR IN WHOLE BY ANY PARTY FOR ANY OTHER FIR JECT WITHOUT I I AUGTEN THORI7ATION FROMIPHILLIPS ~ I I STRUCTURAL ENGINEERING,PLLC. Imo,•• 1 !. L---------------- I ' ----------------------------- I F—I I 1 1 SAW-CUT STEM ^^ DRILL EXISTING STEM WALL / FOOTING FOR#4 BA R EMBE➢DED I I FOR NEW DOOR F� 5' INTO STEM III FOOTING. INSTALL(2) #4x48'RE BAR A MIN, I —_--� �----___—J � OPENING AS REQ'D (y \ / OF 3'FROM BOTTOM OF FTG, #(1) #4x48' WITHIN 5'OF TOP I _J CV OF STEM WALL.ATTACH W/ SIMPSON AT-XP ADHESIVE PER I LIJ Lu N \ // I I MANUFACTURER'S SPECIFICATIONS. (CHECK W/ LOCAL 1 Z co ———————J JURISDICTION FOR SPECIAL INSPECTION REQUIREMENTS), Lu 0) ------- O I 1 l L IJ F= Z I I 1 CD W Z j EXISTING GARAGE j I 0 I SLAB ON GRADE I Q I 1 1 I I I //�� WIND SPEED' 110 MPH C.0 I I I WIND EXPOSURE. B �~ I ROOF SNOW LQAO', a5 PSF I I i I w V L____________________________J ----------------- N FOUNDATION PLAN .� V DRAWN BY AM$ ORIGINAL AUG.12,2023 DRAWING DATE: 00 FOUNDATION PLAN SCALE NTS(U NO) -- - ---- -- --_ PSE NUMBER. PSE 23102 Q 4'-0' 10'-3' 5'-11' 20'-0' 12'-0' SCALE�Y4 T-0' N ' DESIGNER; OWNER 52'-2' SHEET NO'. S-1 PHILLIPS STRUCTURAL ENGINEERING PHILLIPS STRUCTURAL ENGINEERING ENGINEER'S SCOPE OF WORK, PATIO ENGINEERING DESIGN AND DETAIL BASED ON THE 2018 INTERNATIONAL BUILDING CODE FOR A 12'x35'-6f2' ADDITION TO AN EXISTING SINGLE FAMILY, SINGLE STORY RESIDENCE. ® ® EXISTING WALL AT ADJOINING PORTION OF BUILDING SHALL BE REMOVED AND ROOF SHALL BE SHORED TEMPORARILY, a NEW TRUSS ADDED TO CARRY WEIGHT OF EXISTING GABLEp PER DETAILING. s2-2 • ANY DISCREPANCIES FOUND BETWEEN ENGINEERING AND SITE 40'-2' - EXISTING 12'-0' - NEW CONDITIONS/ARCHITECTURAL DRAWINGS SHALL BE REPORTED BACK TO PSE FOR FURTHER EVALUATION, 3 a'-o' 3'-0 a'-o 19'-10 a'-o v'-a' 0 ENTIRE STRUCTURE HAS NOT BEEN ANALYZED SINCE THE ADDITION TO THE BUILDING IS ISOLATED, REMAINDER OF a STRUCTURE IS THE RESPONSIBILITY OF OTHERS. SW6 S FACE NAIL NEW STUD TO EXISTING Vl iu W/16d 2 6'O.C.W/ SHEATHING EDGE NAILING TO BOTH MASTER BATH IV MASTER BEDROOM PHILLIPS STRUCTURAL ENGINEEWN—G KITCHEN INTERIOR VAULT 10 ,i ----------- 3 1 PO Box 108,Milton,WA 98354 Phone:(253)344.1666 S w .PhillipBSE.conn NEW MASTER CLOSET VAULTED MASTER CLOSET N �oOp2p o �y 3 w y x ... NEW WALLS 3 94 iv z U��6V{ DEN/OFFICE D L.t —+ 7'-9' PLATE HEIGHT (VERIFY) BI12IZOZ3 b DINING BATH <MArcH Ex1s INGAyyQE✓ N ALL.VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN ON THE OWALLS TO BE REMOVED—II� DRAWINGS SHALL BE REPORTED TO 5 RESOLUTIONTHE DESIGNER FOR WITH THE ENGINEER PRIOR TO PROCEEDING WTH WORK.,FAILURE M e! ID ZZZ ZZ=-ZZ NEW WALL TO COMPLY BY THE CONTRACTOR 3 .1 SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS IS EXISTING WALL NECESSARY FOR REMEDIAL WORK. r , ,..,__ WALL TO BE REUSE OF DOCUMENTS $ REMOVED UNAUTHORIZED ALTERATION OF ANY .� OF THE INFORMATION ON THIS m DOCUMENT WALL INVALIDATE THE �+ DOCUMENT,ENGINEER'S SEAL AND ^� GUEST BEDROOM - N --�� INCORPORATED HEREIN ASADTOOLS -^� v J N OF PROFESSIONAL SERVICE 11C THE ,�j� PROPERTY OF PHILLIPS STRUCTURAL ijf1C� �^�'�U` f BE USED ENPARLLC IN WHOLE MOTTO I'L O �/`� / BE USED IN PART OR IN WHOLE BY v J LIVING FACE NAIL NEW STUD TO EXISTING y�f�%�r�`"�NN / ANY PARTY FOR ANY OTHER W/16d a 6'O.C.W/ SHEATHING PROJECT WITHOUT WRITTEN �1 EDGE NAILING TO BOTH L? AUTHORIZATION FROM PHILLIPS STRUCTURAL ENGINEERING,PLLC. as IN-FILL EXISTING OPENING W/2x6 2 16' O.Cd FACE NAIL PERIMETER W/ a 16d E 6' O.C.8 SHEATH PER SW6 ,� J M W W N Q Z uj Do N O ¢ � 2 GARAGE v 0 ti H 1` () W U) o Z aN 0 W : Q N N — _____'__________________________________M ' I �.-`---- %I i �\ ��' � WIND SPFF.D. 110 MPH V1/ WIND EXPOSURE.. B ROOF 9NOW LOAD 21 PSF MAIN FLOOR SHEAR WALLS,HOLDOWNS, Q' AND STRUCTURE DRAWN BY.. AMS I--�-i H-1 MA1N FLOOR SHEAR WALLS ORIGINAL AUG$(UNO) DRAWING DATE: 00 2'-0' 2'-0' 8'-0• 2'-0' 1 SCALE.. N.r.s(U.N o.> HOLDOWNS, AND STRUCTURE PSE NUMBER'. FEE 23.102 O a'-o' z'-1}' 6'-0' z'-1�' s'-u• 2a'-o' 12,_0. ^, 52'-2' SCALE:Y4" DESIGNER.. OWNER `v SHEET NO: S2 PHILLIPS STRUCTURAL ENGINEERING PHILLIPS STRUCTURAL ENGINEERING ENGINEER'S SCOPE OF WORK; • ENGINEERING DESIGN AND DETAIL BASED ON THE 2018 0 INTERNATIONAL BUILDING CODE FOR A 12'x35'-6Y2' ADDITION TO AN EXISTING SINGLE FAMILY, SINGLE STORY RESIDENCE, ___ ---_—--- • EXISTING WALL AT ADJOINING PORTION OF BUILDING SHALL BE REMOVED AND ROOF SHALL BE SHORED TEMPORARILY. oN z� NEW TRUSS ADDED TO CARRY WEIGHT OF EXISTING GABLE - PER DETAILING, • ANY DISCREPANCIES FOUND BETWEEN ENGINEERING AND SITE z CONDITIONS/ARCHITECTURAL DRAWINGS SHALL BE REPORTED BACK TO PSE FOR FURTHER EVALUATION, w ENTIRE STRUCTURE HAS NOT BEEN ANALYZED SINCE THE r-a ADDITION TO THE BUILDING IS ISOLATED. REMAINDER OF 7 vERIFr STRUCTURE IS THE RESPONSIBILITY OF OTHERS. - D-) ----------w---------- - w EXISTING EXISTING EXISTING I I I I PHILLIPS ---- -- x 108 STRUCTURAL ENGINEERING INTERIOR RIDGE LINE — — -- --- PO Box �3.Ml;cP WA 98354 I I Phone:(253344-1668 I W W W.PhiIIIpsSE.com I ( CUT BACK EXISTING ROOF OVERHANG��I SHEATHING ATTACHMENT r FOR ATTACHMENT OF NEW P.E.TRUSS PER DETAIL 1/S-0 ES I 1I;� �...✓ r Im f ? N 8/12/2023 RIDGE w II A w w W o ALL VARIATI ONS FROM DIMENSIONS tt I ti AND LONDI LIONS SHOWN ON THE d' U Ii DRANIY S SHALL 9F RETORTED TO f+ z w ¢ 11 8 THE DFsc NLR EE RRI t;,ION 1fT .y � v H D-) WITH T If 1 N('INELR PRIOR O 1. K PRO EED N WITH ARK.FAILURE (� ¢ TO COMPLY D—LiF CJN I RIC.OR w I °- 9 sHALLeE IEIRS IF D-) RESPONSIBIL 1 Y FOR AND'COSTS g NECESSARY FOP.REM—A h'ORK. I W REUSE OF DOCUMENTS I i Z UNAU lRIlFO ALT i ION 0-11OF TEL W 3 I rAITON O DOCjI11 IT WIL N LJAINIDAF1 I HI b-J I IOC MFnf ENGINE R SE +.Nn { W ' I SIGNA RF THEDESIGNS NO II INCORPORATED HEREIN I00' OF PRO[FSMONFI SFR. .OIL IS THE \ )) I PR FIR IT OF PHIL IFS.SRUCTURAL CUT BACK EXISTING ROOF OVERHANG ENGINEER NO.PIJ C AND IS NOT TO FOR ATTACHMENT OF NEW P.E.TRUSSES BE USED IN PART OR IN WHOLE BY \ I LEY ANY PAT FOR ANY OTHER aY�. \ I PROJECT WI 10UI lRITTEN \ AUTHORIZATION FR JM HII I IPS \\ SLdP y r STRUCTURAL ENGIt\ERINO"PI LC I.. EXISTING .. \\ { I... ..... .... 121-4 f+JTr +\S'Cti�� EXISTING "❑VEPERAM2/SD IiKET I�� .... W N ` EXISTING - R STIN //y... II Jp�- w ® W d1 --- ROOFING MATERIAL a C Q > SHEATHING TO R MA N Z w / ti III o Ill a O r F- Lo III RIDGE 4 ® J i 111 o Q z III � w,II z ROOF FRAMING EXISTING ROOF FRAMING - NO CHANGE x x w WIND SPEED: 110 MPH SCALE'Y4 = 1'-0' 9�K III SQ2 Sd2 WIND EXPOSURE: B - f� III RooFSNaWLOAO: I ROOF TRUSSES BY OTHERS zs psF EXISTING EXISTING III III U (E)DUTCH HIP EXISTING (� ROOF FRAMING EXISTING J � DRA'NN BY-. AM' F� ORIGINAL AUG 12.2023 DRAYS NG DATE'. {� SCALE. N-TS.(O N.O., PSL NUMBER: PSE 11.102 j DESIGNER'. OWNER h] SHEET NO: S-3 PHILLIPS STRUCTURAL ENGINEERING PHILLIPS STRUCTURAL ENGINEERING Gil PER ARCH. INSULATION PER ARCH. 2x6 STU➢S!16.0.0. SHEATHING PER PLAN 2x6 P.T.SILL PLATE MOISTURE BARRIER GE NAIL SHT'G V/6 A.B.PER PLAN' ��l SIDING PER ARCH. TO LEDGER 12'FROM ENDS (NOT SHDVN) I'TIC PVD/USB BDTTBN PLATE HAILING (E)FLOOR FRAMING, LEDGER ATTACHED TO(E)RIM PER PER S.V.SCHE➢, STEMWALL AND FOUNDATION DETAIL @ LEFT (MATCH JOIST SIZE) FLUOR JUTSTS PER PLAN EDGE NAILING LL358 LEDGERLOK INSVLATNN PER ARCH, PER S.W.SCHED. SCREWS, STAGGERED FLOOR SHT'G PER PLAN BONT.2z RIM JOIST O ,� J TOE NAILING - 3'x0.131'!6'O.C. 1 . ..,_�) 13 EXTERIOR GRADE (U 64 CON`A OAR _ !4 VERT./HORIZ.BAR R Z X 24'O.L.MAX SPACINGI m f¢ JOIST PER PLAN -_ MIN.CO TLB OF VALL E 40 1�2' LUS28 6'STEM)36'MAX.HEIGHT 0 \� VAPOR Q CROW � m E SHANK, $ AGGER D (2)!4 CONT.BARS 6' FTG AN TIGFR LINE IXtAINS AS RED'➢ 12' 1 2 4 5 6 NQTls� WHEN GABLE EXCEEDS 10' TRUSS MFR TO PROVIDE ADDITIONAL BRACING, ROOF SHEATHING PER PLAN SIMPSON H25T OR EQUAL (4) 16d FROM BRACE EXISTING SHEATHING-CONT.UNDER OVERFRAMING ®EACH TRUSS,TYP. 8d @ 6'O.C.TO BLK'G OVERFRAME/CRICKET NAIL PAT02N U.N.O. TO BLK'G RE. TRUSSES @ 24'O.G. PER 12/SD-1 (NOT SHOWN) RBC OR RB(P 0 W O.C. 11 2x6 RIDGE BOARD U.N.O. 12 (INSTALL 0 ENDS NHERE f1cl @ 6'O.C. \ - �PER 2x4 HLK'G CUT TO FIT 16d @ 6'O.C. EXISTING ROOF NEW ROOF SHEATHING EXISTING ROOF NEW ROOF SHEATHING 2x4 RAFTERS @ 24.O.C. PLAN INTERFERES W/VENT HOLES) SHEATH GABLE SUPPORTED AT 6'O.C.W/ 2x4 BTWN TRUSS TOP CHORDS SHEATHING a 1x4x8'BRACING @ 48' O.C. W/ EN AN ATTACH PER PLAN SHEATHING PER PLAN VERTS. TO RAFTERS. @ DIAG.BRACE SPACING r EDGE NAILING INTO BLKG xF (2)IOd NAILS @ EA.TRUSS PER MIN. S.W. REQ, / ALTERNATES 2x6 RAFTERS @ 24' O.C.SUPPORTED AT 8'O.C. W/2x6 zai Ay 2x4 DIAG.BRACE @ (2x4 BRACE PERMITTED). VERTS, TO RAFTERS, 2X BIRD BLOCKING LT 48.O.C,WHERE REQ'D ____�__ (4x4 VERT,SUPPORTS HEIGHTS P.I TRUSS,REFERENCE W/VENT HOLES dw c_ ---- L 16d @ 6' O.C. TRUSS MFR.SHOP DRAWINGS h x A34 FROM 2x4 BRACE TO 2x6 BEYOND EXCEEDING 5'-09 PHILLIPS I^z [111 2x4 NAILER 161 @ 6' (4)16d MIN, 2x TO 2x O.C. T&B STRUCTURAL ENGINEERING S.W. EDGE NAILING GYPSUM BOARD PER ARCH AT BRACES, TYP PER PLAN i/ PO Box 108.Milton.VVA 98354 (2)16d FROM 2x4 TO 2x6 CONT Phone:i253'�:344-T666 VERT.GABLE WEBS SHEATHING PER PLAN NEW P.E.TRUSS S.W. EDGE NAILING www.Ph."IfInsSE.com 2 X 6 STUD WALL- 2X6 DBL TOP PLATE T.ifi'SHEATHING,WHERE EXISTING TRUSS PER PLAN STUDS 016'O.C. REQ'D, ON GABLE ENDS (REMOVE TRUSS VAPOR BARRIER/ r -T TAIL AS REQ'D) H2.5T @ EACH TRUSS SIDING PER ARCH. p,E.TRUSS PER PLAN SHEATHING PER S.W. EXISTING HURRICANE TIE VERTS. TO ALIGN W/ _ SCHEDULE Ix4x8'BRACING @ 48' � —SEE TOP PLATE EXISTING NEW EXISTING FRAMING cyi) 1T. MPSON`SDWCi5600 MAYBE SUBSTITUTED FOR THE O.C.W/12)Ild NAILS CONNECTION DETAIL TYPICAL GABLE END TO TRUSS TRUSS EXISTING STUDS TYPICAL H2.5T CALLOUT INSTALLED AT A 1:1 SUBS7ITUDON @ EA. TRUSS(2X4 2x6 VALLEY BOARDS PER MANUFACTURER'S RECOMMENDATIONS BRACE PERMITTED) TOP PLATE CONNECTION ( W/(3)i d N ins Russ 12 >� 7 TYP. GABLE END WEB BRACING 8 J 10 11 4 TU W 8/12/2023 ALL VARIATIONS FROM DIMENSIONS W AND CONDITIONS SHOWN ON THE DRAWING'SHALL SCR PORTED TO THE CFStGNER FOR RF RESOLUTION WITH I F ENGINEER PRIOR( PROCEED.NO WITH N I K i..ILURE TO CO Y RY THE N RAC`OR h SHA—E'HEIR S F j l RES PO h SICHITYE RN CGSTS !�^ HER ECS RY F T OR R—At WK.OR REUSE OF DOCUMENTS UNAUTHORIZED ATTLIA,1.1 OF ANY OF THE INFORN+A T ION ON THIS DOCUMEN WILL IN DATETHE DOCUMENT ENGINEER SE,,[AND SIGN LHE THE D IONS AND IDEAS INCORPORATED HERFIh ASATSOL OFPROFESSIONAL SERVICE ISTHE PRO.ERTY OF"!ILI UPS TR ICT'JRAL 1(1 ENCIN FEAG PILL L ND NOT TO 13 14 15 16 17 l}J{ BE D5 D IN PART OR IN lPt(_E BY ANY PARTY FOR ANY OTHER PRO JEC—ITHOUT WRITTEN �( AUTHORIZATION FRON'PHILLIPS STRUCTURAL ENGINEERING.PLLC, 1� J ch W LU N ® zCO ® Q w F- z � o cn o z O Q 19 20 21 22 23 24 WIND SPEED: 110 MPH WIND EXPOSURE: B psi ROOFSNOWLOAD' i5 PSF I STRUCTURAL DETAILS CRAWN BY: AMS Y�1 ORI DRAWI N NGG DATE: AUG.12.2023 A I"V1 SCALE N.T.S.(U.MO.) PSF NUMBER.. PSE 23.102 t1�t DESIGNER: OW.VFI, �'V SHEET NO. 25 26 27 28 29 30 SD-1 PHILLIPS STRUCTURAL ENGINEERING CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 19017 44TH AVE NE Permit#: 5552 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 00952200002100 DATE OF ISSUANCE. Scope of Work:Addition of 427 square feet to existing house Valuation: 50000.00 OWNER APPLICANT CONTRACTOR YOST ERIC W/YOST PATRICIA Eric Yost T Garrett Construction 19017 44TH AVE NE 19017 44th Ave NE PO Box 290 ARLINGTON,WA 98223-4780 Arlington Milton,WA 98354 253-332-5829 253-261-0598 LIC:DADSIS*961L5 EXP: 12/02/2024 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: RESIDENTIAL ADDITION CODE YEAR: 2018 STORIES: CONST.TYPE: VB DWELLING UNITS: OCC GROUP: R-1;Residential 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.IBC IOARCI 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on yours e--tlx return form and coded City of Arlington#3101. 09/28/2023 Applicgnaturc Date Building Official Date a i CONDITIONS SEE REDLINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. SMOKE AND C/O DETECTORS TO BE INTERCONNECTED.ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. 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 09/28/2023 Processing/Technology $25.00 09/28/2023 Building Permit $967.24 09/28/2023 State Surcharge-1st DU $6.50 09/28/2023 Building Plan Review $628.71 Total Due: $1,627.45 Total Payment: $0.00 Balance Due: $1,627.45 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 I Pass/Fail Date: 05/29/2026 Permit#: 5552 Permit Date: 08/15/2023 Review Date: 09/22/2023 Permit Type: RESIDENTIAL ADDITION Review Type: COMMERCIAL ADDITION Target Date: 10/20/2023 Scheduled Time: 00:00 Completed Date: 09/25/2023 Description: Review Status: Approved with Conditions Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 1.0 Notes 09/25/2023 Smoke/Co detectors to be interconnected Property Information Parcel#: 00952200002100 YOST ERIC W/YOST PATRICIA YOST ERIC W/YOST PATRICIA 19017 44TH AVE NE 19017 44TH AVE NE ARLINGTON, WA 98223-4780 Zoning: 100 SINGLE FAMILY RESIDENCELot: Block: Permit#: 5552 Permit Date: 08/15/23 Permit Type: RESIDENTIAL ADDITION Project Name: Yost Addition Applicant Name: Eric Yost Applicant Address: 19017 44th Ave NE Applicant, City, State, Zip: Arlington Contact: Eric Yost Phone: 253-332-5829 Email: eptlyost@gmail.com Scope of Work: Addition of 427 square feet to existing house Valuation: 50000.00 Square Feet: 1452 Number of Stories: 1 Construction Type: VB Occupancy Group: R-3; Residential ID Code: Permit Issued: 10/02/2023 Permit Expires: 12/02/2024 Form Permit Type: RESIDENTIAL SINGLE FAMILY Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning YOST ERIC 100 SINGLE 00952200002100 19017 44TH AVE NE FAMILY W/YOST PATRICIA RESIDENCE Contractors Contractor Primary Contact Phone Address Contractor Type License License# T Garrett Construction Todd Garrett 253-261-0598 PO Box 290 CONSTRUCTION L&I DADSIS*961L5 CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 08/07/2024 R20. 08/08/2024 08/08/2024 BUILDING Approved ADDITION/ALTERATION FINAL 06/05/2024 R11.INSULATION 06/06/2024 06/06/2024 CED INSPECTOR Approved 06/03/2024 R10.FRAMING PM Requested-Approved 06/04/2024 06/05/2024 CED INSPECTOR Completed 05/21/2024 R06.SHEARWALL AM Requested 05/22/2024 05/22/2024 BUILDING Approved 04/22/2024 R05.UNDERFLOOR AM requested 04/23/2024 04/23/2024 BUILDING Approved 12/26/2023 R03. 12/27/2023 12/27/2023 BUILDING Approved FOUNDATION/SLAB Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL Approved with 09/22/2023 ADDITION BUILDING Conditions Fees Fee Description Notes Amount Processing/Technology $25.00 Building Permit Table 4-1 $967.24 State Surcharge- 1st DU Residential- 1st Unit $6.50 Building Plan Review Table 4-2 $628.71 Total $1,627.45 Attached Letters Date Letter Description 09/28/2023 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 10/02/2023 Eric and Patricia Yost 6874 Kristin Foster $1,627.45 Outstanding Balance $0.00 Notes Date Note Created By: 01/26/2024 extension request received and approved.Permit now expires 09/30/2024 Hannah Hardwick 10/02/2023 Received notification of contractor's business license. Kristin Foster 09/28/2023 Emailed the contractor business license information. Kristin Foster 09/22/2023 Zoning verification approved BLD5562 Kristin Foster 08/23/2023 Routed zoning verification to check on lot coverage. Kristin Foster 08/23/2023 Zoning Verification application needs to be approved prior to routing for review. Kristin Foster 08/23/2023 Contractor needs COA business license. Kristin Foster 08/17/2023 Received zoning verification application and site plan. Kristin Foster 08/16/2023 Emailed for submittal documents and application as well as zoning verification application. Kristin Foster Uploaded Files Date File Name 10/02/2023 17052506-20231002 BLD5552 IssuedPermit.pdf 09/22/2023 16968620-20230817 BLD5552 SitePlan.pdf 09/22/2023 16968618-20230817 BLD5552 Plans.12-df 09/22/2023 16968616-20230817 BLD5552 ArchPlans.pdf 09/22/2023 16968615-20230817 BLD5552 Calcs.pdf 09/22/2023 16968613-20230817 BLD5552 App.pdf