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REVIEWED-RESUB 1-Structural_Calculations+7.28.2022:ESUB ul 2s 2022 'ITY OF EDMONDS 10PMENT SERVICES DEPARTMENT ENGINEERING ANALYSIS BLD202 0628 FOR: .............. ......... REVIE , ,E . ,.,.,.,., BY OF EOMONDS W E S & SARA LAN G BUILID NG DE A TMENT SITE: ......................... ....,....... 19637 80TH PLACE W EDMONDS, WA 98026 HE ORIGINAL STAMP MUST BE RED TO BE VALID DATE: PLAN NUMBER: PHILLIPS STRUCTURAL ENGINEERING, PLLC MAR. 23, 2022 LANG ADDITION P.O. BOX 108, MILTON, WA%330 PI,... (20)344-i6fi6 STRUCTURAL ENGINEERING PHI LLI PS S I kJCTURAL BVGI NNG 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%2xl 1 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 = 1.30 - S1 = 0.46 - 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 1500 PSF (Verify w/ Site Conditions) Frost Bearing Depth 18" * See plans/detailing for other soils considerations 2 of 34 L)TC Hazards by Location Search Information eles Sequim Address: 19637 80th PI W, Edmonds, WA 98026, USA Coordinates: 47.8207039,-122.3416943 Elevation: 373 ft Timestam p: 2022-03-18T18:37:26.024Z Hazard Type: Seismic Reference ASCE7-16 Go q1c Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.295 MCER ground motion (period=0.2s) S1 0.457 MCER ground motion (period=1.Os) SMS 1.554 Site -modified spectral acceleration value SMi * null Site -modified spectral acceleration value SDS 1.036 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 0.908 Coefficient of risk (0.2s) CRI 0.895 Coefficient of risk (1.0s) PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.664 Site modified peak ground acceleration Mar~}S:rill� 373 ft jrett ED (e) Seattle "Idr-fond 0 Map data ©2022 Google 3of34 TL 6 Long -period transition period (s) SsRT 1.295 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.427 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.502 Factored deterministic acceleration value (0.2s) S1RT 0.457 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.511 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 1.048 Factored deterministic acceleration value (1.0s) PGAd 0.883 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. 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. 4of34 1-1 SHEAR - R1.wsw Level 1 of 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) July 21, 2022 14:08:35 70' 65' 60' — 55, 50' G 1 45' 15' 10, 5' 0' -5' -10, -2' -255' -30' I cD -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90 Segmented ® Perforated ff-" Force -transfer 0 Non-shearwall W Aspect factor Orange = Selected wall(s) 5of34 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) SHEAR - R1.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Phillips Structural Engineering PC Box 108 Milton, WA 98354 DESIGN SETTINGS Jul. 21, 2022 14:13:40 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 TT - All others Serviceability Wind Speed 100 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.460g Response Acceleration Ss: 1 .300g Topographic Information [ft] Fundamental Period E-W N-S Shape Height Length - - - T Used 0.110s 0.110s Site Location: - Approximate Ta Maximum T 0. 110s 0.154s 0. 11os 0.154s Elev: Oft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1 .20 Fv: 1.84 Eccentricity (%) 15 15 Loaded at 7 5 % 6of34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth [in] Height [ft] Ceiling 10.58 0.0 Level 2.83 10.0 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 0.00 North Side 18.4 2.25 Extent X,Y = 68.50 24.00 South Side 18.4 2.25 Ridge Y Location, Offset 12.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.58 3.99 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y = 8.75 24.00 North Gable 90.0 2.25 Extent X,Y = 13.00 4.50 South Joined 161.6 0.00 Ridge X Location, Offset 15.25 0.00 East Side 18.4 2.25 Ridge Elevation, Height 12.75 2.16 West Side 18.4 2.25 Block 3 1 Story E-W Ridge Location X,Y = -5. 75 9.75 North Side 18.4 2.25 Extent X,Y = 5.75 14.25 South Side 18.4 2.25 Ridge Y Location, Offset 16.88 0.00 East Joined 90.0 0.00 Ridge Elevation, Height 12.95 2.37 West Gable 90.0 1.25 Block 4 1 Story N-S Ridge Location X,Y = 27.25 -6. 75 North Joined 161.6 0.00 Extent X,Y = 9.50 6.75 South Gable 90.0 2.25 Ridge X Location, Offset 32.00 0.00 East Side 18.4 2.25 Ridge Elevation, Height 12.16 1.58 West Side 18.4 2.25 Block 5 1 Story N-S Ridge Location X,Y = 49.75 -14.25 North Joined 161.6 0.00 Extent X,Y = 18.75 14.25 South Gable 90.0 2.25 Ridge X Location, Offset 59.13 0.00 East Side 18.4 2.25 Ridge Elevation, Height 13.70 3.12 West Side 18.4 2.25 Block 6 1 Story E-W Ridge Location X,Y = 47.50 24.00 North Side 0.0 0.00 Extent X,Y = 21.00 21.00 South Side 0.0 0.00 Ridge Y Location, Offset 34.50 0.00 East Gable 0.0 0.00 Ridge Elevation, Height 10.58 0.00 1 West Gable 0.0 0.00 2 7 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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 Structural sheath 24/16 7/16 3 Horz 27000 8d Nail N 6 12 Y 1,3 2 Ext Structural sheath 24/16 7/16 3 Horz 27000 8d Nail N 4 12 Y 1,2,3 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(o) 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. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 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 Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 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 8of34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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 -5.75 9.75 24.00 14.25 7.25 - 7.75 Wall 1-1 Seg 1 -5.75 9.75 24.00 14.25 7.25 - - Segment 1 - - 9.75 10.75 1.00 - 7.75 - Opening 1 - - 10.75 13.25 2.50 - - 6.00 Segment 2 - - 13.25 20.50 7.25 - 1.07 - Opening 2 - - 20.50 23.00 2.50 - - 6.00 Segment 3 - - 23.00 24.00 1.00 - 7.75 - Line 2 Level 1 Line 2 Seg 2 0.00 0.00 24.00 24.00 9.75 - 7.75 Wall 2-1 Seg 2 0.00 0.00 9.75 9.75 9.75 0.79 - Line 3 Level 1 Line 3 NSW 8.75 24.00 28.50 4.50 0.00 - 7.75 Wall 3-1 NSW 8.75 24.00 28.50 4.50 0.00 1.00 - Line 4 Level 1 Line 4 NSW 21.75 24.00 28.50 4.50 0.00 - 7.75 Wall 4-1 NSW 21.75 24.00 28.50 4.50 0.00 1.00 - Line 5 Level 1 Line 5 NSW 27.00 -6.75 0.00 6.75 0.00 - 7.75 Wall 5-1 NSW 27.00 -6.75 0.00 6.75 0.00 1.00 - Line 6 Level 1 Line 6 NSW 36.50 -6.75 0.00 6.75 0.00 - 7.75 Wall 6-1 NSW 36.50 -6.75 0.00 6.75 0.00 1.00 - Line 7 Level 1 Line 7 47.50 -14.25 45.00 59.25 0.00 - 7.75 Wall 7-1 NSW 49.75 -14.25 0.00 14.25 0.00 1.00 - Wall 7-2 NSW 47.50 24.00 45.00 21.00 0.00 1.00 - Line 8 Level 1 Line 8 1 68.50 -14.25 45.00 59.25 43.00 - 7.75 Wall 8-1 Seg 1 68.50 -14.25 45.00 59.25 43.00 - - Segment 1 - - -14.25 -7.00 7.25 - 1.07 - Opening 1 - - -7.00 1.00 8.00 - - 6.00 Segment 2 - - 1.00 18.50 17.50 - 0.44 - Opening 2 - - 18.50 26.75 8.25 - - 6.00 Segment 3 - - 26.75 45.00 18.25 - 0.42 - 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 -14.25 49.75 68.50 18.75 6.75 - 7.75 Wall A-1 Seg 1 -14.25 49.75 68.50 18.75 6.75 - - Segment 1 - - 49.75 53.00 3.25 - 2.38 - Opening 1 - - 53.00 65.00 12.00 - - 6.00 Segment 2 - - 65.00 68.50 3.50 - 2.21 - Line B Level 1 Line B NSW -6.75 27.00 36.50 9.50 0.00 - 7.75 Wall B-1 NSW -6.75 27.00 36.50 9.50 0.00 1.00 - Line C Level 1 Line C 1 0.00 0.00 68.50 68.50 20.00 - 7.75 Wall C-1 Seg 1 0.00 0.00 27.00 27.00 14.75 - - Segment 1 - - 0.00 2.75 2.75 - 2.82 - Opening 1 - - 2.75 7.50 4.75 - - 6.00 Segment 2 - - 7.50 19.50 12.00 - 0.65 - Opening 2 - - 19.50 26.50 7.00 - - 6.00 Segment 3 - - 26.50 27.00 0.50 - 15.50 - Wall C-2 Seg 1 0.00 36.50 49.75 13.25 5.25 - - Segment 1 - - 36.50 37.50 1.00 - 7.75 - Opening 1 - - 37.50 44.50 7.00 - - 6.00 Segment 2 - - 44.50 49.75 5.25 - 1.48 - 4 9 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line D Level 1 Line D NSW 9.75 -5.75 0.00 5.75 0.00 - 7.75 Wall D-1 NSW 9.75 -5.75 0.00 5.75 0.00 1.00 - Line E Level 1 Line E 1 24.00 -5.75 68.50 74.25 20.00 - 7.75 Wall E-1 Seg 1 24.00 -5.75 8.75 14.50 6.50 - - Segment 1 - - -5.75 -2.25 3.50 - 2.21 - Opening 1 - - -2.25 5.75 8.00 - - 6.00 Segment 2 - - 5.75 8.75 3.00 - 2.58 - Wall E-2 Seg 1 24.00 21.75 47.50 25.75 13.50 - - Segment 1 - - 21.75 24.25 2.50 - 3.10 - Opening 1 - - 24.25 26.75 2.50 - - 6.00 Segment 2 - - 26.75 34.00 7.25 - 1.07 - Opening 2 - - 34.00 36.75 2.75 - - 6.00 Segment 3 - - 36.75 40.50 3.75 - 2.07 - Opening 3 - - 40.50 46.50 6.00 - - 6.00 Segment 4 - - 46.50 47.50 1.00 - 7.75 - Line F Level 1 Line F NSW 28.50 8.75 21.75 13.00 0.00 - 7.75 Wall F-1 NSW 28.50 8.75 21.75 13.00 0.00 1.00 - Line G Level 1 Line G 1 45.00 47.50 68.50 21.00 3.50 - 7.75 Wall G-1 Seg 1 45.00 47.50 68.50 21.00 3.50 - - Segment 1 - - 47.50 51.00 3.50 - 2.21 - Opening 1 - - 51.00 67.00 16.00 - - 6.00 Segment 2 - - 67.00 68.50 1.50 - 5.17 - 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 5 10 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 Loads WIND SHEAR LOADS (as entered or generated) Level Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start Trib Ht End ft Block 1 W Wall Min W->E Wind Line -14.25 0.00 31.0 Block 1 W Wall 1 W->E Wind Line -14.25 0.00 39.9 Block 1 W Wall Min W->E Wind Line -6.75 0.00 31.0 Block 1 W Wall 1 W->E Wind Line -6.75 0.00 39.9 Block 1 W Wall Min W->E Wind Line 0.00 9.75 31.0 Block 1 W Wall 1 W->E Wind Line 0.00 9.75 39.9 Block 1 W L Gable Min W->E Wind Line 0.00 12.00 0.0 31.9 Block 1 W L Gable 1 W->E Wind Line 0.00 12.00 0.0 41.1 Block 1 W Wall 1 W->E Wind Line 9.75 24.00 39.9 Block 1 W Wall Min W->E Wind Line 9.75 24.00 31.0 Block 1 W R Gable Min W->E Wind Line 12.00 24.00 31.9 0.0 Block 1 W R Gable 1 W->E Wind Line 12.00 24.00 41.1 0.0 Block 1 W Wall 1 W->E Wind Line 24.00 28.50 39.9 Block 1 W Wall 1 W->E Wind Line 24.00 45.00 39.9 Block 1 W Wall Min W->E Wind Line 24.00 45.00 31.0 Block 1 W Wall Min W->E Wind Line 24.00 28.50 31.0 Block 1 E Wall 1 W->E Lee Line -14.25 45.00 12.8 Block 1 E Wall Min W->E Lee Line -14.25 45.00 31.0 Block 1 E Wall 1 W->E Lee Line -6.75 0.00 12.8 Block 1 E Wall Min W->E Lee Line -6.75 0.00 31.0 Block 1 E L Gable Min W->E Lee Line 0.00 12.00 0.0 31.9 Block 1 E L Gable 1 W->E Lee Line 0.00 12.00 0.0 13.2 Block 1 E R Gable 1 W->E Lee Line 12.00 24.00 13.2 0.0 Block 1 E R Gable Min W->E Lee Line 12.00 24.00 31.9 0.0 Block 1 E Wall Min W->E Lee Line 24.00 28.50 31.0 Block 1 E Wall 1 W->E Lee Line 24.00 28.50 12.8 Block 1 W Wall Min E->W Lee Line -14.25 0.00 31.0 Block 1 W Wall 1 E->W Lee Line -14.25 0.00 12.8 Block 1 W Wall Min E->W Lee Line -6.75 0.00 31.0 Block 1 W Wall 1 E->W Lee Line -6.75 0.00 12.8 Block 1 W L Gable Min E->W Lee Line 0.00 12.00 0.0 31.9 Block 1 W Wall Min E->W Lee Line 0.00 9.75 31.0 Block 1 W L Gable 1 E->W Lee Line 0.00 12.00 0.0 13.2 Block 1 W Wall 1 E->W Lee Line 0.00 9.75 12.8 Block 1 W Wall 1 E->W Lee Line 9.75 24.00 12.8 Block 1 W Wall Min E->W Lee Line 9.75 24.00 31.0 Block 1 W R Gable Min E->W Lee Line 12.00 24.00 31.9 0.0 Block 1 W R Gable 1 E->W Lee Line 12.00 24.00 13.2 0.0 Block 1 W Wall 1 E->W Lee Line 24.00 45.00 12.8 Block 1 W Wall 1 E->W Lee Line 24.00 28.50 12.8 Block 1 W Wall Min E->W Lee Line 24.00 28.50 31.0 Block 1 W Wall Min E->W Lee Line 24.00 45.00 31.0 Block 1 E Wall Min E->W Wind Line -14.25 45.00 31.0 Block 1 E Wall 1 E->W Wind Line -14.25 45.00 39.9 Block 1 E Wall 1 E->W Wind Line -6.75 0.00 39.9 Block 1 E Wall Min E->W Wind Line -6.75 0.00 31.0 Block 1 E L Gable 1 E->W Wind Line 0.00 12.00 0.0 41.1 Block 1 E L Gable Min E->W Wind Line 0.00 12.00 0.0 31.9 Block 1 E R Gable 1 E->W Wind Line 12.00 24.00 41.1 0.0 Block 1 E R Gable Min E->W Wind Line 12.00 24.00 31.9 0.0 Block 1 E Wall 1 E->W Wind Line 24.00 28.50 39.9 Block 1 E Wall Min E->W Wind Line 24.00 28.50 31.0 Block 1 S Wall 1 S->N Wind Line -5.75 0.00 39.9 Block 1 S Wall Min S->N Wind Line -5.75 0.00 31.0 Block 1 S Roof 1 S->N Wind Line -1.00 69.50 -3.9 Block 1 S Roof Min S->N Wind Line -1.00 69.50 19.0 Block 1 S Wall Min S->N Wind Line 0.00 27.00 31.0 Block 1 S Wall 1 S->N Wind Line 0.00 27.00 39.9 Block 1 S Wall Min S->N Wind Line 27.00 36.50 31.0 Block 1 S Wall 1 S->N Wind Line 27.00 36.50 39.9 Block 1 S Wall 1 S->N Wind Line 36.50 49.75 39.9 Block 1 S Wall Min S->N Wind Line 36.50 49.75 31.0 Block 1 S Wall 1 S->N Wind Line 49.75 68.50 39.9 Block 1 S Wall Min S->N Wind Line 49.75 68.50 31.0 Block 1 N Roof Min S->N Lee Line -1.00 69.50 19.0 Block 1 N Roof 1 S->N Lee Line -1.00 69.50 34.7 Block 1 N Wall Min S->N Lee Line 21.75 28.50 31.0 6 11 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 N Wall 1 S->N Lee Line 21.75 28.50 24.9 Block 1 N Wall 1 S->N Lee Line 28.50 47.50 24.9 Block 1 N Wall Min S->N Lee Line 28.50 47.50 31.0 Block 1 S Wall Min N->S Lee Line -5.75 0.00 31.0 Block 1 S Wall 1 N->S Lee Line -5.75 0.00 24.9 Block 1 S Roof Min N->S Lee Line -1.00 69.50 19.0 Block 1 S Roof 1 N->S Lee Line -1.00 69.50 34.7 Block 1 S Wall Min N->S Lee Line 0.00 27.00 31.0 Block 1 S Wall 1 N->S Lee Line 0.00 27.00 24.9 Block 1 S Wall Min N->S Lee Line 27.00 36.50 31.0 Block 1 S Wall 1 N->S Lee Line 27.00 36.50 24.9 Block 1 S Wall 1 N->S Lee Line 36.50 49.75 24.9 Block 1 S Wall Min N->S Lee Line 36.50 49.75 31.0 Block 1 S Wall Min N->S Lee Line 49.75 68.50 31.0 Block 1 S Wall 1 N->S Lee Line 49.75 68.50 24.9 Block 1 N Roof Min N->S Wind Line -1.00 69.50 19.0 Block 1 N Roof 1 N->S Wind Line -1.00 69.50 -3.9 Block 1 N Wall Min N->S Wind Line 21.75 28.50 31.0 Block 1 N Wall 1 N->S Wind Line 21.75 28.50 39.9 Block 1 N Wall 1 N->S Wind Line 28.50 47.50 39.9 Block 1 N Wall Min N->S Wind Line 28.50 47.50 31.0 Block 2 W L Roof 1 W->E Wind Line 17.50 26.25 -0.0 -5.8 Block 2 W L Roof Min W->E Wind Line 17.50 26.25 0.0 11.6 Block 2 W Ctr Roof Min W->E Wind Line 26.25 30.75 11.6 Block 2 W Ctr Roof 1 W->E Wind Line 26.25 30.75 -5.8 Block 2 E L Roof Min W->E Lee Line 17.50 26.25 0.0 11.6 Block 2 E L Roof 1 W->E Lee Line 17.50 26.25 0.0 22.2 Block 2 E Ctr Roof 1 W->E Lee Line 26.25 30.75 22.2 Block 2 E Ctr Roof Min W->E Lee Line 26.25 30.75 11.6 Block 2 W L Roof 1 E->W Lee Line 17.50 26.25 0.0 22.2 Block 2 W L Roof Min E->W Lee Line 17.50 26.25 0.0 11.6 Block 2 W Ctr Roof Min E->W Lee Line 26.25 30.75 11.6 Block 2 W Ctr Roof 1 E->W Lee Line 26.25 30.75 22.2 Block 2 E L Roof Min E->W Wind Line 17.50 26.25 0.0 11.6 Block 2 E L Roof 1 E->W Wind Line 17.50 26.25 -0.0 -5.8 Block 2 E Ctr Roof Min E->W Wind Line 26.25 30.75 11.6 Block 2 E Ctr Roof 1 E->W Wind Line 26.25 30.75 -5.8 Block 2 N L Gable 1 S->N Lee Line 8.75 15.25 0.0 13.9 Block 2 N L Gable Min S->N Lee Line 8.75 15.25 0.0 17.3 Block 2 N R Gable Min S->N Lee Line 15.25 21.75 17.3 0.0 Block 2 N R Gable 1 S->N Lee Line 15.25 21.75 13.9 0.0 Block 2 N L Gable Min N->S Wind Line 8.75 15.25 0.0 17.3 Block 2 N L Gable 1 N->S Wind Line 8.75 15.25 0.0 22.2 Block 2 N R Gable Min N->S Wind Line 15.25 21.75 17.3 0.0 Block 2 N R Gable 1 N->S Wind Line 15.25 21.75 22.2 0.0 Block 3 W L Gable 1 W->E Wind Line 9.75 16.88 0.0 24.4 Block 3 W L Gable Min W->E Wind Line 9.75 16.88 0.0 19.0 Block 3 W R Gable 1 W->E Wind Line 16.88 24.00 24.4 0.0 Block 3 W R Gable Min W->E Wind Line 16.88 24.00 19.0 0.0 Block 3 W L Gable 1 E->W Lee Line 9.75 16.88 0.0 15.2 Block 3 W L Gable Min E->W Lee Line 9.75 16.88 0.0 19.0 Block 3 W R Gable 1 E->W Lee Line 16.88 24.00 15.2 0.0 Block 3 W R Gable Min E->W Lee Line 16.88 24.00 19.0 0.0 Block 3 S Roof Min S->N Wind Line -7.00 0.00 12.5 Block 3 S Roof 1 S->N Wind Line -7.00 0.00 -5.5 Block 3 N Roof 1 S->N Lee Line -7.00 0.00 23.6 Block 3 N Roof Min S->N Lee Line -7.00 0.00 12.5 Block 3 S Roof Min N->S Lee Line -7.00 0.00 12.5 Block 3 S Roof 1 N->S Lee Line -7.00 0.00 23.6 Block 3 N Roof Min N->S Wind Line -7.00 0.00 12.5 Block 3 N Roof 1 N->S Wind Line -7.00 0.00 -5.5 Block 4 W Ctr Roof 1 W->E Wind Line -9.00 -2.25 -5.4 Block 4 W Ctr Roof Min W->E Wind Line -9.00 -2.25 9.3 Block 4 W R Roof 1 W->E Wind Line -2.25 4.75 -5.4 -0.0 Block 4 W R Roof Min W->E Wind Line -2.25 4.75 9.3 0.0 Block 4 E Ctr Roof 1 W->E Lee Line -9.00 -2.25 18.0 Block 4 E Ctr Roof Min W->E Lee Line -9.00 -2.25 9.3 Block 4 E R Roof Min W->E Lee Line -2.25 4.75 9.3 0.0 Block 4 E R Roof 1 W->E Lee Line -2.25 4.75 18.0 0.0 Block 4 W Ctr Roof Min E->W Lee Line -9.00 -2.25 9.3 Block 4 W Ctr Roof 1 E->W Lee I Line -9.00 -2.25 18.0 7 12 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 WIND SHEAR LOADS (as entered or generated) (continued) Block 4 W R Roof Min E->W Lee Line -2.25 4.75 9.3 0.0 Block 4 W R Roof 1 E->W Lee Line -2.25 4.75 18.0 0.0 Block 4 E Ctr Roof Min E->W Wind Line -9.00 -2.25 9.3 Block 4 E Ctr Roof 1 E->W Wind Line -9.00 -2.25 -5.4 Block 4 E R Roof Min E->W Wind Line -2.25 4.75 9.3 0.0 Block 4 E R Roof 1 E->W Wind Line -2.25 4.75 -5.4 -0.0 Block 4 S L Gable Min S->N Wind Line 27.25 32.00 0.0 12.6 Block 4 S L Gable 1 S->N Wind Line 27.25 32.00 0.0 16.3 Block 4 S R Gable Min S->N Wind Line 32.00 36.75 12.6 0.0 Block 4 S R Gable 1 S->N Wind Line 32.00 36.75 16.3 0.0 Block 4 S L Gable 1 N->S Lee Line 27.25 32.00 0.0 10.2 Block 4 S L Gable Min N->S Lee Line 27.25 32.00 0.0 12.6 Block 4 S R Gable Min N->S Lee Line 32.00 36.75 12.6 0.0 Block 4 S R Gable 1 N->S Lee Line 32.00 36.75 10.2 0.0 Block 5 W Ctr Roof 1 W->E Wind Line -16.50 -2.25 -4.7 Block 5 W Ctr Roof Min W->E Wind Line -16.50 -2.25 15.5 Block 5 W R Roof Min W->E Wind Line -2.25 9.38 15.5 0.0 Block 5 W R Roof 1 W->E Wind Line -2.25 9.38 -4.7 -0.0 Block 5 E Ctr Roof Min W->E Lee Line -16.50 -2.25 15.5 Block 5 E Ctr Roof 1 W->E Lee Line -16.50 -2.25 28.7 Block 5 E R Roof Min W->E Lee Line -2.25 9.38 15.5 0.0 Block 5 E R Roof 1 W->E Lee Line -2.25 9.38 28.7 0.0 Block 5 W Ctr Roof Min E->W Lee Line -16.50 -2.25 15.5 Block 5 W Ctr Roof 1 E->W Lee Line -16.50 -2.25 28.7 Block 5 W R Roof 1 E->W Lee Line -2.25 9.38 28.7 0.0 Block 5 W R Roof Min E->W Lee Line -2.25 9.38 15.5 0.0 Block 5 E Ctr Roof Min E->W Wind Line -16.50 -2.25 15.5 Block 5 E Ctr Roof 1 E->W Wind Line -16.50 -2.25 -4.7 Block 5 E R Roof 1 E->W Wind Line -2.25 9.38 -4.7 -0.0 Block 5 E R Roof Min E->W Wind Line -2.25 9.38 15.5 0.0 Block 5 S L Gable 1 S->N Wind Line 49.75 59.13 0.0 32.1 Block 5 S L Gable Min S->N Wind Line 49.75 59.13 0.0 24.9 Block 5 S R Gable Min S->N Wind Line 59.13 68.50 24.9 0.0 Block 5 S R Gable 1 S->N Wind Line 59.13 68.50 32.1 0.0 Block 5 S L Gable 1 N->S Lee Line 49.75 59.13 0.0 20.1 Block 5 S L Gable Min N->S Lee Line 49.75 59.13 0.0 24.9 Block 5 S R Gable 1 N->S Lee Line 59.13 68.50 20.1 0.0 Block 5 S R Gable Min N->S Lee Line 59.13 68.50 24.9 0.0 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. 8 13 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 BUILDING MASSES Level Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Width [ft] E-W Roof Block 1 2 Line -2.25 26.25 528.8 528.8 E-W Roof Block 1 8 Line -2.25 26.25 528.8 528.8 E-W Roof Block 2 3 Line 24.00 30.75 131.3 131.3 E-W Roof Block 2 4 Line 24.00 30.75 131.3 131.3 E-W Roof Block 3 1 Line 7.50 26.25 61.9 61.9 E-W Roof Block 3 2 Line 7.50 26.25 43.1 43.1 E-W Roof Block 4 Line -9.00 0.00 105.0 105.0 E-W Roof Block 4 Line -9.00 0.00 105.0 105.0 E-W Roof Block 5 Line -16.50 0.00 174.4 174.4 E-W Roof Block 5 8 Line -16.50 0.00 174.4 174.4 E-W Roof Block 6 7 Line 24.00 45.00 157.5 157.5 E-W Roof Block 6 8 Line 24.00 45.00 157.5 157.5 E-W R Gable Block 1 2 Line 0.00 12.00 39.9 0.0 E-W L Gable Block 1 2 Line 12.00 24.00 0.0 39.9 E-W L Gable Block 1 8 Line 0.00 12.00 39.9 0.0 E-W R Gable Block 1 8 Line 12.00 24.00 0.0 39.9 E-W R Gable Block 3 1 Line 9.75 16.88 23.7 0.0 E-W L Gable Block 3 1 Line 16.88 24.00 0.0 23.7 N-S Roof Block 1 C Line -1.00 69.50 213.8 213.8 N-S Roof Block 1 E Line -1.00 69.50 213.8 213.8 N-S Roof Block 2 E Line 6.50 24.00 33.8 33.8 N-S Roof Block 2 F Line 6.50 24.00 67.5 67.5 N-S Roof Block 3 D Line -7.00 0.00 140.6 140.6 N-S Roof Block 3 E Line -7.00 0.00 140.6 140.6 N-S Roof Block 4 B Line 25.00 39.00 84.4 84.4 N-S Roof Block 4 C Line 25.00 39.00 50.6 50.6 N-S Roof Block 5 A Line 47.50 70.75 140.6 140.6 N-S Roof Block 5 C Line 47.50 70.75 106.9 106.9 N-S Roof Block 6 E Line 47.50 68.50 157.5 157.5 N-S Roof Block 6 G Line 47.50 68.50 157.5 157.5 N-S R Gable Block 2 F Line 8.75 15.25 21.6 0.0 N-S L Gable Block 2 F Line 15.25 21.75 0.0 21.6 N-S L Gable Block 4 B Line 27.25 32.00 15.8 0.0 N-S R Gable Block 4 B Line 32.00 36.75 0.0 15.8 N-S L Gable Block 5 A Line 49.75 59.13 31.2 0.0 N-S R Gable Block 5 A Line 59.13 68.50 0.0 31.2 Both Wall 1-1 n/a 1 Line 9.75 24.00 38.8 38.8 Both Wall 2-1 n/a 2 Line 0.00 9.75 38.8 38.8 Both Wall 3-1 n/a 3 Line 24.00 28.50 38.8 38.8 Both Wall 4-1 n/a 4 Line 24.00 28.50 38.8 38.8 Both Wall 5-1 n/a 5 Line -6.75 0.00 38.8 38.8 Both Wall 6-1 n/a 6 Line -6.75 0.00 38.8 38.8 Both Wall 7-2 n/a 7 Line 24.00 45.00 38.8 38.8 Both Wall 7-1 n/a Line -14.25 0.00 38.8 38.8 Both Wall 8-1 n/a 8 Line -14.25 45.00 38.8 38.8 Both Wall A-1 n/a A Line 49.75 68.50 38.8 38.8 Both Wall B-1 n/a B Line 27.00 36.50 38.8 38.8 Both Wall C-1 n/a C Line 0.00 27.00 38.8 38.8 Both Wall C-2 n/a C Line 36.50 49.75 38.8 38.8 Both Wall D-1 n/a D Line -5.75 0.00 38.8 38.8 Both Wall E-1 n/a E Line -5.75 8.75 38.8 38.8 Both Wall E-2 n/a E Line 21.75 47.50 38.8 38.8 Both Wall F-1 n/a F Line 8.75 21.75 38.8 38.8 Both Wall G-1 n/a G Line 47.50 68.50 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 9 14 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 SEISMIC LOADS Level 1 Force Dir Profile Location [ft] Start End Mag [lbs,plf,psf] Start End E-W Line -16.50 -14.25 53.7 53.7 E-W Point -14.25 -14.25 157 157 E-W Line -14.25 -9.00 65.6 65.6 E-W Line -9.00 -6.75 97.9 97.9 E-W Point -6.75 -6.75 68 68 E-W Line -6.75 -2.25 109.8 109.8 E-W Line -2.25 0.00 272.5 272.5 E-W Point 0.00 0.00 240 240 E-W Line 0.00 7.50 174.6 182.3 E-W Line 7.50 9.75 198.4 200.7 E-W Point 9.75 9.75 34 34 E-W Line 9.75 12.00 200.7 204.2 E-W Line 12.00 16.88 204.2 201.7 E-W Line 16.88 24.00 201.7 190.8 E-W Point 24.00 24.00 240 240 E-W Line 24.00 26.25 291.5 291.5 E-W Line 26.25 28.50 112.7 112.7 E-W Point 28.50 28.50 99 99 E-W Line 28.50 30.75 100.8 100.8 E-W Line 30.75 45.00 60.4 60.4 E-W Point 45.00 45.00 125 125 N-S Line -7.00 -5.75 43.3 43.3 N-S Point -5.75 -5.75 ill ill N-S Line -5.75 -1.00 55.2 55.2 N-S Line -1.00 0.00 121.0 121.0 N-S Point 0.00 0.00 132 132 N-S Line 0.00 6.50 77.7 77.7 N-S Line 6.50 8.75 93.3 93.3 N-S Point 8.75 8.75 27 27 N-S Line 8.75 15.25 93.3 96.6 N-S Line 15.25 21.75 96.6 93.3 N-S Point 21.75 21.75 27 27 N-S Line 21.75 24.00 93.3 93.3 N-S Line 24.00 25.00 77.7 77.7 N-S Line 25.00 27.00 98.5 98.5 N-S Point 27.00 27.00 40 40 N-S Line 27.00 27.25 98.5 98.5 N-S Line 27.25 32.00 98.5 100.9 N-S Line 32.00 36.50 100.9 98.6 N-S Point 36.50 36.50 40 40 N-S Line 36.50 36.75 98.6 98.5 N-S Line 36.75 39.00 98.5 98.5 N-S Line 39.00 47.50 77.7 77.7 N-S Point 47.50 47.50 125 125 N-S Line 47.50 49.75 164.2 164.2 N-S Point 49.75 49.75 85 85 N-S Line 49.75 59.13 164.2 169.0 N-S Line 59.13 68.50 169.0 164.2 N-S Point 68.50 68.50 427 427 N-S Line 68.50 69.50 103.8 103.8 N-S Line 69.50 70.75 38.1 38.1 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. 10 15 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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). 11 16of34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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 - Both - - 117 - - - 339 - - 2454 - Wall 1-1 1 Both - - 117 - 1.0 - 339 - - 2454 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 16.2 0.0 117 - 1.0 - 339 - 339 2454 0.05 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Line 2 Ln2, Levl - Both - - 1861 - - - 495 - - 4824 - Wall 2-1 2 Both 190.9 - 1861 - 1.0 - 495 - 495 4824 0.39 Line 8 Ln8, Levl - S->N - - 1856 - - - 339 - - 14556 - - N->S - - 1834 - - - 339 - - 14556 - Wall 8-1 1 S->N - - 1856 - 1.0 - 339 - - 14556 - 1 N->S - - 1834 - 1.0 - 339 - - 14556 - Seg. 1 - S->N 43.2 0.0 313 - 1.0 - 339 - 339 2454 0.13 - N->S 42.7 0.0 309 - 1.0 - 339 - 339 2454 0.13 Seg. 2 - S->N 43.2 0.0 755 - 1.0 - 339 - 339 5924 0.13 - N->S 42.7 0.0 746 - 1.0 - 339 - 339 5924 0.13 Seg. 3 - S->N 43.2 0.0 788 - 1.0 - 339 - 339 6178 0.13 - N->S 42.7 0.0 778 - 1.0 - 339 - 339 6178 0.13 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 - - 530 - - - 339 - - 1993 - Wall A-1 1 Both - - 530 - 1.0 - 339 - - 1993 - Seg. 1 - Both 75.5 0.0 245 - .84 - 284 - 284 923 0.27 Seg. 2 - Both 81.3 0.0 285 - .90 - 306 - 306 1070 0.27 Line C LnC, Levl - Both - - 1431 - - - 339 - - 6500 - Wall C-1 1 Both - - 1040 - 1.0 - 339 - - 4723 - Seg. 1 - Both 52.9 0.0 145 - .71 - 240 - 240 661 0.22 Seg. 2 - Both 74.5 0.0 895 - 1.0 - 339 - 339 4062 0.22 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall C-2 1 Both - - 391 - 1.0 - 339 - - 1777 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 74.5 0.0 391 - 1.0 - 339 - 339 1777 0.22 Line E LnE, Levl - Both - - 1390 - - - 339 - - 6085 - Wall E-1 1 Both - - 424 - 1.0 - 339 - - 1856 - Seg. 1 - Both 69.8 0.0 244 - .90 - 306 - 306 1070 0.23 Seg. 2 - Both 59.9 0.0 180 - .77 - 262 - 262 786 0.23 Wall E-2 1 Both - - 966 - 1.0 - 339 - - 4229 - Seg. 1 - Both 49.9 0.0 125 - .65 - 218 - 218 546 0.23 Seg. 2 - Both 77.3 0.0 560 - 1.0 - 339 - 339 2454 0.23 Seg. 3 - Both 74.8 0.0 281 - .97 - 328 - 328 1229 0.23 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Line G LnG, Levl - Both - - 424 - - - 339 - - 1070 - Wall G-1 1 Both - - 424 - 1.0 - 339 - - 1070 - Seg. 1 - Both 121.0 0.0 424 - .90 - 306 - 306 1070 0.40 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - 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 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 12 17 of 34 Woodworks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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. Cc - 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. 13 18of34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 HOLD-DOWN DESIGN (flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 R Op 1 -5.75 13.38 Min 160 160 LIMIT w/o 1500 0.11 1-1 L Op 2 -5.75 20.37 Min 160 160 LIMIT w/o 1500 0.11 Line 2 2-1 L End 0.00 0.12 Min 1836 1836 STHD14 (6" 3695 0.50 2-1 R End 0.00 9.63 Min 1836 1836 STHD14 (6" 3695 0.50 Line 8 8-1 L End 68.50 -14.12 1 346 346 LIMIT w/o 1500 0.23 8-1 L Op 1 68.50 -7.12 Min 342 342 LIMIT w/o 1500 0.23 8-1 R Op 1 68.50 1.13 1 447 447 LIMIT w/o 1500 0.30 8-1 L Op 2 68.50 18.38 Min 442 442 LIMIT w/o 1500 0.29 8-1 R Op 2 68.50 26.88 1 339 339 LIMIT w/o 1500 0.23 8-1 R End 68.50 44.88 1 335 335 LIMIT w/o 1500 0.22 Line A A-1 L End 49.88 -14.25 Min 678 678 LIMIT w/o 1500 0.45 A-1 L Op 1 52.88 -14.25 Min 678 678 LIMIT w/o 1500 0.45 A-1 R Op 1 65.13 -14.25 Min 729 729 LIMIT w/o 1500 0.49 A-1 R End 68.37 -14.25 Min 729 729 LIMIT w/o 1500 0.49 Line C C-1 L End 0.12 0.00 Min 451 451 LIMIT w/o 1500 0.30 C-1 L Op 1 2.62 0.00 Min 451 451 LIMIT w/o 1500 0.30 C-1 R Op 1 7.63 0.00 Min 590 590 LIMIT w/o 1500 0.39 C-1 L Op 2 19.38 0.00 Min 590 590 LIMIT w/o 1500 0.39 C-2 R Op 1 44.63 0.00 Min 607 607 LIMIT w/o 1500 0.40 C-2 R End 49.63 0.00 Min 607 607 LIMIT w/o 1500 0.40 Line E E-1 L End -5.62 24.00 Min 583 583 LIMIT w/o 1500 0.39 E-1 L Op 1 -2.37 24.00 Min 583 583 LIMIT w/o 1500 0.39 E-1 R Op 1 5.88 24.00 Min 506 506 LIMIT w/o 1500 0.34 E-1 R End 8.62 24.00 Min 506 506 LIMIT w/o 1500 0.34 E-2 L End 21.88 24.00 Min 429 429 LIMIT w/o 1500 0.29 E-2 L Op 1 24.13 24.00 Min 429 429 LIMIT w/o 1500 0.29 E-2 R Op 1 26.88 24.00 Min 621 621 LIMIT w/o 1500 0.41 E-2 L Op 2 33.87 24.00 Min 621 621 LIMIT w/o 1500 0.41 E-2 R Op 2 36.88 24.00 Min 621 621 LIMIT w/o 1500 0.41 E-2 L Op 3 40.38 24.00 Min 621 621 LIMIT w/o 1500 0.41 Line G G-1 L End 47.63 45.00 Min 1010 1010 LIMIT w/o 1500 0.67 G-1 L Op 1 50.88 45.00 Min 1010 1010 LIMIT w/o 1500 0.67 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 for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD 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. 14 19 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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. 15 20 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 COLLECTOR FORCES (flexible wind design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [Ibs] ---> <--- Strap/Blocking Force [Ibs] ---> <--- Line 1 1-1 Right Opening 1 -5.75 13.25 1 -29 29 1-1 Left Opening 2 -5.75 20.50 1 29 -29 Line 2 2-1 Right Wall End 0.00 9.75 1 1105 -1105 Line 8 8-1 Left Opening 1 68.50 -7.00 1 86 -85 8-1 Right Opening 1 68.50 1.00 1 -165 163 8-1 Left Opening 2 68.50 18.50 1 42 -42 8-1 Right Opening 2 68.50 26.75 1 -216 214 Line A A-1 Left Opening 1 53.00 -14.25 1 153 -153 A-1 Right Opening 1 65.00 -14.25 1 -186 186 Line C C-1 Left Opening 1 2.75 0.00 1 88 -88 C-1 Right Opening 1 7.50 0.00 1 -11 11 C-1 Left Opening 2 19.50 0.00 1 633 -633 C-2 Right Opening 1 44.50 0.00 1 110 -110 C-2 Right Wall End 49.75 0.00 1 392 -392 Line E E-1 Left Opening 1 -2.25 24.00 1 179 -179 E-1 Right Opening 1 5.75 24.00 1 29 -29 E-1 Right Wall End 8.75 24.00 1 153 -153 E-2 Left Wall End 21.75 24.00 1 -91 91 E-2 Left Opening 1 24.25 24.00 1 -13 13 E-2 Right Opening 1 26.75 24.00 1 -60 60 E-2 Left Opening 2 34.00 24.00 1 365 -365 E-2 Right Opening 2 36.75 24.00 1 314 -314 E-2 Left Opening 3 40.50 24.00 1 524 -524 Line G G-1 Left Opening 1 51.00 45.00 1 353 -353 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 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; 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 16 21 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force [Ibs] [Ibs] [sq.ft] E-W N-S E-W: Fpx Design N-S: Fpx Design 1 60992 2556.7 9383 9383 8880 8880 8880 8880 All 60992 - 9383 9383 - - - - 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 = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 17 22 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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 - - 231 - - - 242 - - 1753 - Wall 1-1 1 Both - - 231 - 1.0 - 242 - - 1753 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 31.8 0.0 231 - 1.0 - 242 - 242 1753 0.13 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line 2 Ln2, Levl - Both - - 2683 - - - 353 - - 3446 - Wall 2-1 2^ Both 275.2 - 2683 - 1.0 - 353 - 353 3446 0.78 Line 8 Ln8, Levl - Both - - 3655 - - - 242 - - 10397 - Wall 8-1 1 Both - - 3655 - 1.0 - 242 - - 10397 - Seg. 1 - Both 85.0 0.0 616 - 1.0 - 242 - 242 1753 0.35 Seg. 2 - Both 85.0 0.0 1487 - 1.0 - 242 - 242 4232 0.35 Seg. 3 - Both 85.0 0.0 1551 - 1.0 - 242 - 242 4413 0.35 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 - - 642 - - - 242 - - 1424 - Wall A-1 1 Both - - 642 - 1.0 - 242 - - 1424 - Seg. 1 - Both 91.4 0.0 297 - .84 - 203 - 203 659 0.45 Seg. 2 - Both 98.5 0.0 345 - .90 - 218 - 218 764 0.45 Line C LnC, Levl - Both - - 2541 - - - 242 - - 4643 - Wall C-1 1 Both - - 1846 - 1.0 - 242 - - 3374 - Seg. 1 - Both 93.9 0.0 258 - .71 - 172 - 172 472 0.55 Seg. 2 - Both 132.3 0.0 1588 - 1.0 - 242 - 242 2902 0.55 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall C-2 1 Both - - 695 - 1.0 - 242 - - 1269 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 132.3 0.0 695 - 1.0 - 242 - 242 1269 0.55 Line E LnE, Levl - Both - - 2790 - - - 242 - - 4347 - Wall E-1 1 Both - - 851 - 1.0 - 242 - - 1326 - Seg. 1 - Both 140.2 0.0 491 - .90 - 218 - 218 764 0.64 Seg. 2 - Both 120.2 0.0 360 - .77 - 187 - 187 562 0.64 Wall E-2 1 Both - - 1939 - 1.0 - 242 - - 3021 - Seg. 1 - Both 100.1 0.0 250 - .65 - 156 - 156 390 0.64 Seg. 2 - Both 155.2 0.0 1125 - 1.0 - 242 - 242 1753 0.64 Seg. 3 - Both 150.2 0.0 563 - .97 - 234 - 234 878 0.64 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line G LnG, Levl - Both - - 596 - - - 242 - - 764 - Wall G-1 11 Both - - 596 - 1.0 - 242 - - 764 - Seg. 1 - Both 170.3 0.0 596 - .90 - 218 - 218 764 0.78 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - 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 18 23 of 34 Woodworks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 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. 19 24 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Tensile ASD Holddown Force [Ibs] Shear Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . Line 1 1-1 R Op 1 -5.75 13.38 314 314 LIMIT w/o 1500 0.21 1-1 L Op 2 -5.75 20.37 314 314 LIMIT w/o 1500 0.21 Line 2 2-1 L End 0.00 0.12 2647 2647 STHD14 (6" 3695 0.72 2-1 R End 0.00 9.63 2647 2647 STHD14 (6" 3695 0.72 Line 8 8-1 L End 68.50 -14.12 682 682 LIMIT w/o 1500 0.45 8-1 L Op 1 68.50 -7.12 682 682 LIMIT w/o 1500 0.45 8-1 R Op 1 68.50 1.13 880 880 LIMIT w/o 1500 0.59 8-1 L Op 2 68.50 18.38 880 880 LIMIT w/o 1500 0.59 8-1 R Op 2 68.50 26.88 668 668 LIMIT w/o 1500 0.45 8-1 R End 68.50 44.88 668 668 LIMIT w/o 1500 0.45 Line A A-1 L End 49.88 -14.25 821 821 LIMIT w/o 1500 0.55 A-1 L Op 1 52.88 -14.25 821 821 LIMIT w/o 1500 0.55 A-1 R Op 1 65.13 -14.25 884 884 LIMIT w/o 1500 0.59 A-1 R End 68.37 -14.25 884 884 LIMIT w/o 1500 0.59 Line C C-1 L End 0.12 0.00 800 800 LIMIT w/o 1500 0.53 C-1 L Op 1 2.62 0.00 800 800 LIMIT w/o 1500 0.53 C-1 R Op 1 7.63 0.00 1047 1047 LIMIT w/o 1500 0.70 C-1 L Op 2 19.38 0.00 1047 1047 LIMIT w/o 1500 0.70 C-2 R Op 1 44.63 0.00 1077 1077 LIMIT w/o 1500 0.72 C-2 R End 49.63 0.00 1077 1077 LIMIT w/o 1500 0.72 Line E E-1 L End -5.62 24.00 1170 1170 LIMIT w/o 1500 0.78 E-1 L Op 1 -2.37 24.00 1170 1170 LIMIT w/o 1500 0.78 E-1 R Op 1 5.88 24.00 1016 1016 LIMIT w/o 1500 0.68 E-1 R End 8.62 24.00 1016 1016 LIMIT w/o 1500 0.68 E-2 L End 21.88 24.00 862 862 LIMIT w/o 1500 0.57 E-2 L Op 1 24.13 24.00 862 862 LIMIT w/o 1500 0.57 E-2 R Op 1 26.88 24.00 1246 1246 LIMIT w/o 1500 0.83 E-2 L Op 2 33.87 24.00 1246 1246 LIMIT w/o 1500 0.83 E-2 R Op 2 36.88 24.00 1247 1247 LIMIT w/o 1500 0.83 E-2 L Op 3 40.38 24.00 1247 1247 LIMIT w/o 1500 0.83 Line G G-1 L End 47.63 45.00 1421 1421 LIMIT w/o 1500 0.95 G-1 L Op 1 50.88 45.00 1421 1421 LIMIT w/o 1500 0.95 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 forASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - 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. 20 25 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 COLLECTOR FORCES (flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] ---> <--- Strap/Blocking Force [Ibs] ---> <--- Line 1 Shearline force 312 312 1-1 Right Opening 1 -5.75 13.25 -77 77 1-1 Left Opening 2 -5.75 20.50 77 -77 Line 2 Shearline force 3627 3627 2-1 Right Wall End 0.00 9.75 2154 -2154 Line 8 Shearline force 4942 4942 8-1 Left Opening 1 68.50 -7.00 229 -229 8-1 Right Opening 1 68.50 1.00 -439 439 8-1 Left Opening 2 68.50 18.50 113 -113 8-1 Right Opening 2 68.50 26.75 -575 575 Line A Shearline force 868 868 A-1 Left Opening 1 53.00 -14.25 251 -251 A-1 Right Opening 1 65.00 -14.25 -304 304 Line C Shearline force 3435 3435 C-1 Left Opening 1 2.75 0.00 211 -211 C-1 Right Opening 1 7.50 0.00 -27 27 C-1 Left Opening 2 19.50 0.00 1518 -1518 C-2 Right Opening 1 44.50 0.00 264 -264 C-2 Right Wall End 49.75 0.00 940 -940 Line E Shearline force 3772 3772 E-1 Left Opening 1 -2.25 24.00 486 -486 E-1 Right Opening 1 5.75 24.00 79 -79 E-1 Right Wall End 8.75 24.00 414 -414 E-2 Left Wall End 21.75 24.00 -246 246 E-2 Left Opening 1 24.25 24.00 -35 35 E-2 Right Opening 1 26.75 24.00 -162 162 E-2 Left Opening 2 34.00 24.00 991 -991 E-2 Right Opening 2 36.75 24.00 851 -851 E-2 Left Opening 3 40.50 24.00 1422 -1422 Line G Shearline force 806 806 G-1 Left Opening 1 51.00 45.00 672 -672 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 21 26 of 34 WoodWorks® Shearwalls SHEAR - R1.wsw Jul. 21, 2022 14:13:40 22 27 of 34 dW rf " Loads: Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Load Type Distribution Pat- Location 1111 Magnitude Unit tern Start End Start End Loa_ Dead Full Area 10.00(12.00') psf Load2 Live Full Area 20.00 (9.00') psf Self-weioht Dead Full UDL 18.0 pl, Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 19.35' R1 rl July 21, 2022 14:36 Unfactored: Dead Live 1334 779 1334 779 Factored: Total 2108 2108 Bearing: Capacity Beam 2361 2361 Support 2101 2108 Des ratio Beam 0.89 0.89 Support 1.00 1.00 Load comb #2 #2 Length 0.60 0.60 Min req'd 0.60** .60** Cb 1.01 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 For,s 625 625 **Minimum bearing length governed by the required width of the supporting member. R7 LVL n-ply, 1.8E, 2600Fb, 1-3/4"x11-7/8", 3-ply (5-1/4"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 19.38`, Clear span: 19.25'; Volume = 8.4 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: riterion Anal s s Value DesignValue Unit Anal sis/Desi h 285 psi fv Fv' = On16 !1-r ng(+) fb = 987 Fb' = 2707 psi fb/Fb' = 0.36 ive Befl'n0.19 = < L/999 0.64 = L/360 0.29 otal Defl'n 0.67 = L/399 0.96 = L/290 in 0.70 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Cv C£u Cr Cfrt Ci LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 2 1 Fb'+ 2600 1.00 - .00 1.000 1.001 1 - .04 1.00 - 2 Fcp' 711 - - 1.00 - - - - 1.00 - - E' 1.9 million - 1.00 - - - - 1.00 - 2 Eminy' 0.95 million - 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 combinations: AS D Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2103, V design = 1982 lbs; M(+) = 10149 lbs-ft Ely = 461.59 1b-in^2/ply GA = 7.36e06 1b "Live" deflection is due to all Den -dead loads (live, wind, snow...) Total deflection = 1.3 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. System factor KH may not apply to field -assembled multi -ply beams. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 6. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 7. BUILT-UP SCL: Contact manufacturer for connection details when side -loaded or when loads are not applied equally to all plies. 8. SCL: Shear deflection is calculated using true modulus of elasticity E and shear modulus G = E/16. 28 of 34 Wood.W r Q' Loads Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loa. Type Distribution Pat- tern Location 'It, Start End Magnitude Start End Unit Load1 Dead Full Area 15.00(2.00`) psf Load2 Snow Full Area 25.00 (2.00') psf Load Dead Full Area 10.00 (11.50') psf Load9 Snow Full Area 25.00 (11.50') ps£ Loads Dead Full Area 8.00(4.50') psf Sel£-wei ht Dead Full ODL 8.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.151' R2 Mar. 23, 2022 11:14 12.034' Cur actored: Dead Snow 1151 2051 11" 2051 Factored: Total Bearing: 3201 3201 Capacity Beam 3201 3201 Support 3101 3408 Be. ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.41 1.41 Min req'd 1.41 1.41 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop 625 625 R2 Glulam-Unbal., West Species, 24F-V4 DF, 3-1/2"x10-1/2" Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 12.13`, Clear span: 11.938`, Volume = 3.1 cu.ft.; 7 laminations, 3-1/2" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal s s Value n Desi Value Unit Anal sis/Desi Shear £v =r 109 Fv' 305 psi fv/Fv' = On36 Bending(+) fb = 1780 Fb' = 2582 psi fb/Fb' = 0.69 Live Defl'n 0.26 = L/551 0.40 = L/360 0.65 Total Befl'n 0.48 = L/299 0.60 = L/240 in 0.90 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.01 1.10 - - - - 1.00 1.00 1.00 2 Ro 2400 1.11 1.00 1.00 0.936 1.000 - - 1.00 1.00 - 2 Fop' 610 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.10 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC 12 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V me,= 3171, V design = 2679 Its; M(+) = 9539 lbs-ft EIy = 607.74 lb-in"2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 12.06' Le = 22.25' RB = 15.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 29 of 34 Wood.W r Q' Loads Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loa. Type Distribution Pat- tern Location 'It, Start End Magnitude Start End Unit !-.ad 1 Dead Partial Area 0.07 2.32 15.00(9.42') psf Load2 Snow Partial Area 0.07 2.32 25.00 (9.42') psf Load' Dead Partial Area 2.32 9.07 15.00(14.33') 1 psf Load4 Snow Partial Area 2.32 8.07 25.00(14.33') psf Self-wei ht Dead 7.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.16' R3 Mar. 23, 2022 11:15 UP£acto red: Dead Snow Factored: 711 1198 1393 Total Bearing: 1947 2259 Capacity Beam 1947 2259 Support 2151 2501 Be. ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 0.89 1.03 Min req'd 0.89 1.03 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc s 625 R3 Lumber -soft, D.Fir-L, No.2, 4x10 (3-11/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.19'; Clear span: 8.0% Volume = 1.8 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal s s Value n Desi Value Unit Anal sis/Desi Shear fv = 89 Fv' 207 psi fv/Fv' = On91 Bending(+) fb = 1079 Fb' = 1222 psi fb/Fb' = 0.98 Live Defl'n 0.09 = 1 L/999 0.27 = L/360 0.32 Total Befl'n 0.17 = L/579 0.40 = L/290 0.42 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.9.4 1.200 - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V me,= 2259, V design = 1819 lbs; M(+) = 4488 lbs-ft EIy = 369.34 lb-in"2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 8.06, Le = 15.50' RB = 11.8 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. 30 of 34 Wood.W r Q' Loads Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loao Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00 (19. 33') psf Load2 Snow Full Area 25.00 (14.33') psf Self-wei ht Dead Fu11 UDL 6.0 Plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.942' R4 Mar. 23, 2022 11:16 Un£actored: Dead Snow Factored: 546 885 596 885 Total Bearing: 1431 1431 Capacity Beam 1431 1431 Support 1115 1585 Des ratio Beam 1.00 1.11 Support 0.90 0.90 Load comb #2 #2 Length 0.65 0.65 Min req'd 0.65 0.61 Cb 1.00 1.00 Cb m 1.00 1.00 Cb support 1.11 l.li Fc s 625 R4 Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2'W-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4.94% Clear span: 4.813'; Volume = 0.9 cuff. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Desin Value Unit Anal sis/Desi Shear fv = 62 Fv' 207 psi fv/Fv' = On30 Bending(+) fb1335 psi fb/Fb' = 0.51 Live Defl'n 0.03 = < L/999 0.16 = L/360 0.16 Total Befl'n 0.05 = < L/999 0.24 = L/240 0.20 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.01 1.00 2 Fb'+ 900 1.11 1.00 1.00 0.992 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V m = 1416, V design = 1050 lbs; M(+) = 1730 lbs-ft EIy = 177.93 lb-in"2 '•Liv" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 4.88' Le = 9.75' RB = 8.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. 31 of 34 Wood.W r Q' Loads Design Check Calculation Sheet Woodworks Sizer 2019 (Update 4) Loa. Type Distribution Pat- tern Location 'It, Start End Magnitude Start End Unit Loadl Dead Full Area 12.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf C.J. Dead Point 1 2.38 1 70 lbs WALL Dead Point 2.35 70 lbs .Self -weight Dead Full UDL 2.6 pl, Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t- 11.418' FF1 Mar. 23, 2022 11:19 Cur actored: Dead Live 217 305 1" 309 Factored: Total 522 439 Bearing: Capacity Joist 522 469 Support 112 386 Des ratio Joist 1.00 0.94 Support 0.90 0.75 Load comb #2 #2 Length 0.56 0.50* .in reg'd 0.56 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fc s 625 625 'Minimum bearing length setting used: 1/2" for end supports FF1 Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 11.44'; Clear span: 11.313'; Volume = 0.9 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 Nos 2018: Criterion Anal s s Value Desin Value Unit Anal sis/Desi Shear fv = 66 Fv' 180 psi fv/Fv' = On36 Bending(+) It,= 1218 Fb' = 1242 psi fb/Fb' = 0.98 Live De£1'n 0.26 = L/517 0.38 = L/360 0.70 Total Befl'n 0.49 = L/280 0.57 = L/240 in 0.96 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 = 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 combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V me.= 520, V design = 475 lbs; M(+) = 1333 lbs-ft EIy = 76.21 lb-in^2 "•Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NOS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 32 of 34 Wood.W r Q' Loads Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loa. Type Distribution Pat- tern Location 'It, Start End Magnitude Start End Unit Loadl Dead Full Area No 12.00(11.25') psf Load2 Live Full Area No 40.00(11.25') psf CEILING DEAD Dead Full Area No 8.00(11.25') psf CEILING LIVE Dead Full Area No 20.00(3.00') psf Self-wei ht Dead Full UDL No 9.8 p1f Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : iBxilll 6.167' FF2 Mar. 23, 2022 11:20 10.583' Unfactored: Dead Live 744 1136 1910 2915 1037 1582 401 612 Factored: Total 1879 4824 2619 1013 Bearing: Capacity Beam 1879 3806 3741 1719 Support 2117 4824 2619 1836 Des ratio Beam 1.00 0.83 0.71 0.59 Support 0.94 1.00 1..0 0.55 Load comb #2 12 #2 12 Length 0.55 1.31 0.71 0.50* Min req'd 0.55 .31** .71** 0.50* Cb 1.00 1.29 1.53 1.00 Cb min 1.00 1.29 1.53 1.00 Cb support 1.07 1.07 1.07 1.07 Fc s 625 625 625 625 *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member. FF2 Timber -soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 13.88'; Clear span: 6.063', 4.313', 3.188`, Volume = 4.0 cu.ft.; Post or timber Lateral support: top = at end supports, bottom = at end supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal s s Value Desi Value unit Anal lis/Desi Shear fv = 81 Fv' 170 psi fv Fv' = On98 Bending l+) fb = 342 Fb' = 730 psi fb/Fb' = 0.72 Bending(-) fb = 623 Fb' = 750 psi fb/Fb' = 0.83 Live Defl'n 0.03 = < L/999 0.21 = L/360 0.16 Total Defl'n 0.06 = < L/999 0.31 = L/240 0.21 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fb'- 750 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fop' 625 - 1.10 1.H - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): 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 Support 3 - LC #2 = D + L Support 4 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2730, V design = 2227 lbs; M(+) = 2329 lbs-ft; M(-) = 2676 lbs-ft EIy = 251.36 lb-in^2 "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 33 of 34 Wood.W r Q' FF3 Mar. 23,2022 11:20 Loads: Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(16.011) psf Load2 Live Full Area 40.00(16.0") psf Self -weight Dead Full UDL 3.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : i, 10.083' Unfactored: Dead Live Factored: 97 269 97 269 Total 366 366 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.78 0.78 Support 0.62 0.62 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 6251 1 625 `Minimum bearing length setting used: 1/2" for end supports FF3 Lumber -soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floorjoist spaced at 16.0" c/c; Total length: 10.06'; Clear span: 10.0'; Volume = 1.0 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 = 33 Fv' = 180 psi fv/Fv' = 0.18 Bending(+) fb = 514 Fb' = 1138 psi fb/Fb' = 0.45 Live Defl'n 0.08 = < L/999 0.33 = L/360 in 0.23 Total Defl'n 0.12 = < L/999 0.50 = L/240 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 180 1.00 1.00 1.00 - - Fb'+ 900 1.00 1.00 1.00 1.000 1.100 Fcp' 625 - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - Emin' 0.58 million 1.00 1.00 - - 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 combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - - 1.00 1.00 2 - 1.15 1.00 1.00 2 - - 1.00 1.00 - - - 1.00 1.00 2 - - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 365, V design = 307 lbs; M(+) = 915 lbs-ft EIy = 158.29 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verity 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. 34 of 34