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2021.0040 Wyndstone Building 2-3-4 - Calcs - 5.20.2020ENGINEERING CALCU LATION5 For: C*E Devlopment 51te: 15025 Tahoma Blvd 5E Yelm, WA Project: Wynd5tone - Bldg 2/3/4 5.20.2020 DATE: PROJECT NAME: EXODUS ENGINEERING e L LJPHONE: (360) 345-1566 5.20.2020 Wynd5tone - Bldg 2/3/4 ti L LUKE@fXODU5ENGINEER.COM Page 2 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1Wyndstone Lateral - Center.wsw Oct. 4, 2019 15:50:44 0'15'30'45'60'75' 0' 15' 30' 45' 60' 75' 90' H-2 8-6A-41-1A-1 2-1B-1 3-1A-2 B-24-15-1A-3 B-3 6-17-18-18-2C-4 C-38-38-4D-2 F-2 8-58-7G-4 G-3 I-4 7-2I-1 2-2H-1 I-2 H-3 I-3 3-24-45-26-21-31-2C-1 C-21-71-6G-1 G-2 1-51-4D-1 F-1 E-2E-1 4-24-3Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 3 Page 3 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1Wyndstone Lateral - Center.wsw Oct. 4, 2019 15:50:44 0'15'30'45'60'75' 0' 15' 30' 45' 60' 75' 90' H-2 8-6A-41-1A-1 2-1B-1 3-1A-2 B-24-15-1A-3 B-3 6-17-18-18-2C-4 C-38-38-4D-2 F-2 8-58-7G-4 G-3 I-4 7-2I-1 2-2H-1 I-2 H-3 I-3 3-24-45-26-21-31-2C-1 C-21-71-6G-1 G-2 1-51-4D-1 F-1 E-2E-14-34-2Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 2 of 3 Page 4 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1Wyndstone Lateral - Center.wsw Oct. 4, 2019 15:50:44 0'15'30'45'60'75' 0' 15' 30' 45' 60' 75' 90' H-2 8-6A-41-1A-1 2-1B-1 3-1A-2 B-24-15-1A-3 B-3 6-17-18-18-2C-4 C-38-38-4D-2 F-2 8-58-7G-4 G-3 I-4 7-2I-1 2-2H-1 I-2 H-3 I-3 3-24-45-26-21-31-2C-1 C-21-71-6G-1 G-2 1-51-4D-1 F-1 E-2E-14-34-2Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 3 of 3 Page 5 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 Project Information COMPANY AND PROJECT INFORMATION Company Project Exodus Engineering 1321 Grand Ave Centralia, WA 98531 DESIGN SETTINGS Design Code IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 Directional (All heights) Seismic Standard ASCE 7-10 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor - Temperature Range - Moisture Content Fabrication Service 15% <=19% 10% <=19% Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 0.00 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Collector forces based on... Hold-downs Applied loads 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: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.500g Ss: 1.250g Fundamental Period E-W N-S T Used 0.286s 0.286s Approximate Ta 0.286s 0.286s Maximum T 0.400s 0.400s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 85 mph 1 Page 6 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 30.67 0.0 Level 3 21.67 10.0 9.00 13.8 14.5 Level 2 11.83 10.0 9.00 13.8 14.5 Level 1 2.00 0.0 9.00 3.8 4.5 Foundation 2.00 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 lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 -3 Vert 83500 8d Nail N 2 12 Y 2,3 2 Ext Struct Sh OSB 24/0 3/8 - 3 Vert 77500 6d Nail N 2 12 Y 2 3 Ext Struct Sh OSB 24/0 3/8 - 3 Vert 77500 6d Nail N 4 12 Y 4 Ext Struct Sh OSB 24/0 3/8 -3 Vert 77500 6d Nail N 6 12 Y Legend: Grp – Wall Design Group number, used to reference wall in other tables 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 lb/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 A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” 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, 1-1/4” long. 5/8” 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: 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 psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 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. 2 Page 7 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 Loads DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft] Start End Start End A 3 Line 0.00 61.00 393.0 E 3 Line -1.00 62.00 393.0 E 3 Line -1.00 62.00 393.0 I 3 Line 0.00 61.00 393.0 1 3 Line -2.00 72.00 138.0 8 3 Line -2.00 72.00 138.0 A 2 Line 0.00 61.00 118.0 A 2 Line 0.00 61.00 393.0 E 2 Line -1.00 62.00 393.0 E 2 Line -1.00 62.00 393.0 I 2 Line 0.00 61.00 393.0 I 2 Line 0.00 61.00 118.0 1 2 Line -2.00 72.00 138.0 1 2 Line -2.00 72.00 168.0 8 2 Line -2.00 72.00 138.0 8 2 Line -2.00 72.00 168.0 A 1 Line 0.00 61.00 393.0 A 1 Line 0.00 61.00 118.0 A 1 Line 0.00 3.50 200.0 A 1 Line 0.00 61.00 118.0 A 1 Line 57.50 61.00 200.0 E 1 Line -1.00 62.00 393.0 E 1 Line -1.00 62.00 393.0 I 1 Line 0.00 61.00 118.0 I 1 Line 0.00 61.00 393.0 I 1 Line 0.00 3.50 200.0 I 1 Line 0.00 61.00 118.0 I 1 Line 57.50 61.00 200.0 1 1 Line -2.00 72.00 138.0 1 1 Line -2.00 72.00 168.0 1 1 Line -2.00 72.00 168.0 8 1 Line -2.00 72.00 168.0 8 1 Line -2.00 72.00 168.0 8 1 Line -2.00 72.00 138.0 3 Page 8 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 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 CC1.2 (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). 4 Page 9 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 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 V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 3 Ln1, Lev3 - Both - - 3780 - - - - - - 16170 - Wall 1-1 4 Both 65.5 - 1244 - 1.0 - 280 - 280 5320 0.23 Wall 1-3 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 1-4 4 Both 65.5 - 1276 - 1.0 - 280 - 280 5460 0.23 Wall 1-5 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 1-7 4 Both 65.5 - 1260 - 1.0 - 280 - 280 5390 0.23 Level 2 Ln1, Lev2 - Both - - 7549 - - - - - - 16170 - Wall 1-1 4 Both 130.7 - 2484 - 1.0 - 280 - 280 5320 0.47 Wall 1-3 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 1-4 4 Both 130.7 - 2549 - 1.0 - 280 - 280 5460 0.47 Wall 1-5 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 1-7 4 Both 130.7 - 2516 - 1.0 - 280 - 280 5390 0.47 Level 1 Ln1, Lev1 - Both - - 11112 - - - - - - 24255 - Wall 1-1 3 Both 192.4 - 3656 - 1.0 - 420 - 420 7980 0.46 Wall 1-3 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 1-4 3 Both 192.4 - 3752 - 1.0 - 420 - 420 8190 0.46 Wall 1-5 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 1-7 3 Both 192.4 - 3704 - 1.0 - 420 - 420 8085 0.46 Line 8 Level 3 Ln8, Lev3 - Both - - 3780 - - - - - - 16170 - Wall 8-1 4 Both 65.5 - 1244 - 1.0 - 280 - 280 5320 0.23 Wall 8-3 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 8-4 4 Both 65.5 - 1276 - 1.0 - 280 - 280 5460 0.23 Wall 8-5 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 8-7 4 Both 65.5 - 1260 - 1.0 - 280 - 280 5390 0.23 Level 2 Ln8, Lev2 - Both - - 7549 - - - - - - 16170 - Wall 8-1 4 Both 130.7 - 2484 - 1.0 - 280 - 280 5320 0.47 Wall 8-3 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 8-4 4 Both 130.7 - 2549 - 1.0 - 280 - 280 5460 0.47 Wall 8-5 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 8-7 4 Both 130.7 - 2516 - 1.0 - 280 - 280 5390 0.47 Level 1 Ln8, Lev1 - Both - - 11113 - - - - - - 24255 - Wall 8-1 3 Both 192.4 - 3656 - 1.0 - 420 - 420 7980 0.46 Wall 8-3 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 8-4 3 Both 192.4 - 3752 - 1.0 - 420 - 420 8190 0.46 Wall 8-5 4 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 8-7 3 Both 192.4 - 3704 - 1.0 - 420 - 420 8085 0.46 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 3 LnA, Lev3 - Both - - 3554 - - - - - - 6344 - Wall A-1 3 Both 169.5 - 593 - .78 - 420 - 327 1143 0.52 Wall A-2 3 Both 166.5 245.1 1184 - 1.0 - 420 0.68 285 2029 0.58 Wall A-3 3 Both 166.5 245.1 1184 - 1.0 - 420 0.68 285 2029 0.58 Wall A-4 3 Both 169.5 - 593 - .78 - 420 - 327 1143 0.52 Level 2 LnA, Lev2 - Both - - 8011 - - - - - - 10785 - Wall A-1 2^Both 382.0 - 1337 - .78 - 714 - 555 1944 0.69 Wall A-2 2^Both 375.3 552.5 2669 - 1.0 - 714 0.68 485 3449 0.77 Wall A-3 2^Both 375.3 552.5 2669 - 1.0 - 714 0.68 485 3449 0.77 Wall A-4 2^Both 382.0 - 1337 - .78 - 714 - 555 1944 0.69 Level 1 LnA, Lev1 - Both - - 12232 - - - - - - 13534 - Wall A-1 1^Both 583.2 - 2041 - .78 - 896 - 697 2439 0.84 Wall A-2 1^Both 573.0 843.6 4075 - 1.0 - 896 0.68 609! 4328 0.94 Wall A-3 1^Both 573.0 843.6 4075 - 1.0 - 896 0.68 609! 4328 0.94 Wall A-4 1^Both 583.2 - 2041 - .78 - 896 - 697 2439 0.84 5 Page 10 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 SHEAR RESULTS (flexible wind design, continued) Line E Level 3 LnE, Lev3 - Both - - 5810 - - - - - - 35280 - Wall E-1 4 Both 46.1 - 2905 - 1.0 - 280 - 280 17640 0.16 Wall E-2 4 Both 46.1 - 2905 - 1.0 - 280 - 280 17640 0.16 Level 2 LnE, Lev2 - Both - - 10191 - - - - - - 35280 - Wall E-1 4 Both 80.9 - 5096 - 1.0 - 280 - 280 17640 0.29 Wall E-2 4 Both 80.9 - 5096 - 1.0 - 280 - 280 17640 0.29 Level 1 LnE, Lev1 - Both - - 14340 - - - - - - 35280 - Wall E-1 4 Both 113.8 - 7170 - 1.0 - 280 - 280 17640 0.41 Wall E-2 4 Both 113.8 - 7170 - 1.0 - 280 - 280 17640 0.41 Line I Level 3 LnI, Lev3 - Both - - 3554 - - - - - - 6344 - Wall I-1 3 Both 169.5 - 593 - .78 - 420 - 327 1143 0.52 Wall I-2 3 Both 166.5 245.1 1184 - 1.0 - 420 0.68 285 2029 0.58 Wall I-3 3 Both 166.5 245.1 1184 - 1.0 - 420 0.68 285 2029 0.58 Wall I-4 3 Both 169.5 - 593 - .78 - 420 - 327 1143 0.52 Level 2 LnI, Lev2 - Both - - 8011 - - - - - - 10785 - Wall I-1 2^Both 382.0 - 1337 - .78 - 714 - 555 1944 0.69 Wall I-2 2^Both 375.3 552.5 2669 - 1.0 - 714 0.68 485 3449 0.77 Wall I-3 2^Both 375.3 552.5 2669 - 1.0 - 714 0.68 485 3449 0.77 Wall I-4 2^Both 382.0 - 1337 - .78 - 714 - 555 1944 0.69 Level 1 LnI, Lev1 - Both - - 12232 - - - - - - 13534 - Wall I-1 1^Both 583.2 - 2041 - .78 - 896 - 697 2439 0.84 Wall I-2 1^Both 573.0 843.6 4075 - 1.0 - 896 0.68 609! 4328 0.94 Wall I-3 1^Both 573.0 843.6 4075 - 1.0 - 896 0.68 609! 4328 0.94 Wall I-4 1^Both 583.2 - 2041 - .78 - 896 - 697 2439 0.84 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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 criterior was critical in selecting wall. ! Shear capacity of each side of perforated shearwall, or of both sides combined, is limited to 1217.5 plf, as per AWC SDPWS 4.3.5.3-3. 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. 6 Page 11 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 HOLD-DOWN DESIGN (flexible wind design) Level 1 Tensile ASD Line-Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.87 1 3544 5233 1-1 R End 0.00 16.88 1 3544 5233 1-2 L End -1.00 17.13 1 964 1-2 R End -1.00 20.37 1 964 1-3 L End 0.00 20.63 1 344 1-3 L Op 1 0.00 21.63 1 1170 1-3 R Op 1 0.00 24.88 1 964 1-3 R End 0.00 25.13 1 138 1-4 L End -1.00 25.38 1 3543 5370 1-4 R End -1.00 44.63 1 3543 5370 1-5 L End 0.00 44.88 1 207 1-5 L Op 1 0.00 45.38 1 1033 1-5 R Op 1 0.00 48.63 1 1170 1-5 R End 0.00 49.63 1 344 1-6 L End -1.00 49.88 1 826 1-6 R End -1.00 52.63 1 826 1-7 L End 0.00 52.88 1 3543 5301 1-7 R End 0.00 71.88 1 3543 5301 Line 8 8-1 L End 61.00 -1.87 1 3544 5233 8-1 R End 61.00 16.88 1 3544 5233 8-2 L End 62.00 17.13 1 895 8-2 R End 62.00 20.13 1 895 8-3 L End 61.00 20.37 1 344 8-3 L Op 1 61.00 21.38 1 1170 8-3 R Op 1 61.00 24.63 1 1033 8-3 R End 61.00 25.13 1 207 8-4 L End 62.00 25.38 1 3543 5370 8-4 R End 62.00 44.63 1 3543 5370 8-5 L End 61.00 44.88 1 207 8-5 L Op 1 61.00 45.38 1 1033 8-5 R Op 1 61.00 48.63 1 1170 8-5 R End 61.00 49.63 1 344 8-6 L End 62.00 49.88 1 826 8-6 R End 62.00 52.63 1 826 8-7 L End 61.00 52.88 1 3543 5301 8-7 R End 61.00 71.88 1 3543 5301 Line A A-1 L End 0.12 -2.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 A-1 R End 3.38 -2.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 A-2 L End 11.13 0.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 A-2 R End 24.88 0.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 A-3 L End 36.13 0.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 A-3 R End 49.88 0.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 A-4 L End 57.63 -2.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 A-4 R End 60.88 -2.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 Line E E-2 L End -0.87 34.75 1 4352 89132 E-1 R End 61.88 34.75 1 4352 89132 Line I I-1 L End 0.12 72.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 I-1 R End 3.38 72.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 I-2 L End 11.13 70.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 I-2 R End 24.88 70.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 I-3 L End 36.13 70.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 I-3 R End 49.88 70.00 2 15247 6439 8808 HDQ8-SDS3 9230 0.95 I-4 L End 57.63 72.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 I-4 R End 60.88 72.00 2 10997 1820 9178 HDQ8-SDS3 9230 0.99 Level 2 Tensile ASD Line-Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.87 1 1789 2531 1-1 R End 0.00 16.88 1 1789 2531 1-2 L End -1.00 17.13 1 466 1-2 R End -1.00 20.37 1 466 1-3 L End 0.00 20.63 1 167 1-3 L Op 1 0.00 21.63 1 566 1-3 R Op 1 0.00 24.88 1 466 7 Page 12 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 HOLD-DOWN DESIGN (flexible wind design, continued) 1-3 R End 0.00 25.13 1 67 1-4 L End -1.00 25.38 1 1788 2597 1-4 R End -1.00 44.63 1 1788 2597 1-5 L End 0.00 44.88 1 100 1-5 L Op 1 0.00 45.38 1 500 1-5 R Op 1 0.00 48.63 1 566 1-5 R End 0.00 49.63 1 167 1-6 L End -1.00 49.88 1 400 1-6 R End -1.00 52.63 1 400 1-7 L End 0.00 52.88 1 1789 2564 1-7 R End 0.00 71.88 1 1789 2564 Line 8 8-1 L End 61.00 -1.87 1 1789 2531 8-1 R End 61.00 16.88 1 1789 2531 8-2 L End 62.00 17.13 1 433 8-2 R End 62.00 20.13 1 433 8-3 L End 61.00 20.37 1 167 8-3 L Op 1 61.00 21.38 1 566 8-3 R Op 1 61.00 24.63 1 500 8-3 R End 61.00 25.13 1 100 8-4 L End 62.00 25.38 1 1788 2597 8-4 R End 62.00 44.63 1 1788 2597 8-5 L End 61.00 44.88 1 100 8-5 L Op 1 61.00 45.38 1 500 8-5 R Op 1 61.00 48.63 1 566 8-5 R End 61.00 49.63 1 167 8-6 L End 62.00 49.88 1 400 8-6 R End 62.00 52.63 1 400 8-7 L End 61.00 52.88 1 1789 2564 8-7 R End 61.00 71.88 1 1789 2564 Line A A-1 L End 0.12 -2.00 2 5345 949 4395 MST60 6235 0.70 A-1 R End 3.38 -2.00 2 5345 949 4395 MST60 6235 0.70 A-2 L End 11.13 0.00 2 7410 3797 3613 MST60 6235 0.58 A-2 R End 24.88 0.00 2 7410 3797 3613 MST60 6235 0.58 A-3 L End 36.13 0.00 2 7410 3797 3613 MST60 6235 0.58 A-3 R End 49.88 0.00 2 7410 3797 3613 MST60 6235 0.58 A-4 L End 57.63 -2.00 2 5345 949 4395 MST60 6235 0.70 A-4 R End 60.88 -2.00 2 5345 949 4395 MST60 6235 0.70 Line E E-2 L End -0.87 34.75 1 2295 59422 E-1 R End 61.88 34.75 1 2295 59422 Line I I-1 L End 0.12 72.00 2 5345 949 4395 MST60 6235 0.70 I-1 R End 3.38 72.00 2 5345 949 4395 MST60 6235 0.70 I-2 L End 11.13 70.00 2 7410 3797 3613 MST60 6235 0.58 I-2 R End 24.88 70.00 2 7410 3797 3613 MST60 6235 0.58 I-3 L End 36.13 70.00 2 7410 3797 3613 MST60 6235 0.58 I-3 R End 49.88 70.00 2 7410 3797 3613 MST60 6235 0.58 I-4 L End 57.63 72.00 2 5345 949 4395 MST60 6235 0.70 I-4 R End 60.88 72.00 2 5345 949 4395 MST60 6235 0.70 Level 3 Tensile ASD Line-Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.87 1 597 787 1-1 R End 0.00 16.88 1 597 787 1-2 L End -1.00 17.13 1 145 1-2 R End -1.00 20.37 1 145 1-3 L End 0.00 20.63 1 52 1-3 L Op 1 0.00 21.63 1 176 1-3 R Op 1 0.00 24.88 1 145 1-3 R End 0.00 25.13 1 21 1-4 L End -1.00 25.38 1 597 807 1-4 R End -1.00 44.63 1 597 807 1-5 L End 0.00 44.88 1 31 1-5 L Op 1 0.00 45.38 1 155 1-5 R Op 1 0.00 48.63 1 176 1-5 R End 0.00 49.63 1 52 1-6 L End -1.00 49.88 1 124 1-6 R End -1.00 52.63 1 124 1-7 L End 0.00 52.88 1 597 797 1-7 R End 0.00 71.88 1 597 797 8 Page 13 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 HOLD-DOWN DESIGN (flexible wind design, continued) Line 8 8-1 L End 61.00 -1.87 1 597 787 8-1 R End 61.00 16.88 1 597 787 8-2 L End 62.00 17.13 1 135 8-2 R End 62.00 20.13 1 135 8-3 L End 61.00 20.37 1 52 8-3 L Op 1 61.00 21.38 1 176 8-3 R Op 1 61.00 24.63 1 155 8-3 R End 61.00 25.13 1 31 8-4 L End 62.00 25.38 1 597 807 8-4 R End 62.00 44.63 1 597 807 8-5 L End 61.00 44.88 1 31 8-5 L Op 1 61.00 45.38 1 155 8-5 R Op 1 61.00 48.63 1 176 8-5 R End 61.00 49.63 1 52 8-6 L End 62.00 49.88 1 124 8-6 R End 62.00 52.63 1 124 8-7 L End 61.00 52.88 1 597 797 8-7 R End 61.00 71.88 1 597 797 Line A A-1 L End 0.12 -2.00 2 1642 413 1230 MST37 2710 0.45 A-1 R End 3.38 -2.00 2 1642 413 1230 MST37 2710 0.45 A-2 L End 11.13 0.00 2 2277 1651 626 MST37 2710 0.23 A-2 R End 24.88 0.00 2 2277 1651 626 MST37 2710 0.23 A-3 L End 36.13 0.00 2 2277 1651 626 MST37 2710 0.23 A-3 R End 49.88 0.00 2 2277 1651 626 MST37 2710 0.23 A-4 L End 57.63 -2.00 2 1642 413 1230 MST37 2710 0.45 A-4 R End 60.88 -2.00 2 1642 413 1230 MST37 2710 0.45 Line E E-2 L End -0.87 34.75 1 833 29711 E-1 R End 61.88 34.75 1 833 29711 Line I I-1 L End 0.12 72.00 2 1642 413 1230 MST37 2710 0.45 I-1 R End 3.38 72.00 2 1642 413 1230 MST37 2710 0.45 I-2 L End 11.13 70.00 2 2277 1651 626 MST37 2710 0.23 I-2 R End 24.88 70.00 2 2277 1651 626 MST37 2710 0.23 I-3 L End 36.13 70.00 2 2277 1651 626 MST37 2710 0.23 I-3 R End 49.88 70.00 2 2277 1651 626 MST37 2710 0.23 I-4 L End 57.63 72.00 2 1642 413 1230 MST37 2710 0.45 I-4 R End 60.88 72.00 2 1642 413 1230 MST37 2710 0.45 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 Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) 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 for ASD 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 for 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 4.3-9. 9 Page 14 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 DRAG STRUT FORCES (flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft]Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Wall End 0.00 17.00 1 803 803 1-7 Left Wall End 0.00 52.75 1 813 813 Line 8 8-1 Right Wall End 61.00 17.00 1 803 803 8-7 Left Wall End 61.00 52.75 1 813 813 Line A A-1 Right Wall End 3.50 -2.00 1 1339 1339 A-2 Left Wall End 11.00 0.00 1 164 164 A-2 Left Opening 1 15.00 0.00 1 2033 2033 A-2 Right Opening 1 21.00 0.00 1 830 830 A-2 Right Wall End 25.00 0.00 1 3027 3027 A-3 Left Wall End 36.00 0.00 1 821 821 A-3 Left Opening 1 40.00 0.00 1 3019 3019 A-3 Right Opening 1 46.00 0.00 1 1815 1815 A-3 Right Wall End 50.00 0.00 1 4013 4013 A-4 Left Wall End 57.50 -2.00 1 2509 2509 Line I I-1 Right Wall End 3.50 72.00 1 1339 1339 I-2 Left Wall End 11.00 70.00 1 164 164 I-2 Left Opening 1 15.00 70.00 1 2033 2033 I-2 Right Opening 1 21.00 70.00 1 830 830 I-2 Right Wall End 25.00 70.00 1 3027 3027 I-3 Left Wall End 36.00 70.00 1 821 821 I-3 Left Opening 1 40.00 70.00 1 3019 3019 I-3 Right Opening 1 46.00 70.00 1 1815 1815 I-3 Right Wall End 50.00 70.00 1 4013 4013 I-4 Left Wall End 57.50 72.00 1 2509 2509 Level 2 Drag Strut Line- Position on Wall Location [ft]Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Wall End 0.00 17.00 1 545 545 1-7 Left Wall End 0.00 52.75 1 553 553 Line 8 8-1 Right Wall End 61.00 17.00 1 545 545 8-7 Left Wall End 61.00 52.75 1 553 553 Line A A-1 Right Wall End 3.50 -2.00 1 877 877 A-2 Left Wall End 11.00 0.00 1 108 108 A-2 Left Opening 1 15.00 0.00 1 1331 1331 A-2 Right Opening 1 21.00 0.00 1 543 543 A-2 Right Wall End 25.00 0.00 1 1982 1982 A-3 Left Wall End 36.00 0.00 1 538 538 A-3 Left Opening 1 40.00 0.00 1 1977 1977 A-3 Right Opening 1 46.00 0.00 1 1189 1189 A-3 Right Wall End 50.00 0.00 1 2628 2628 A-4 Left Wall End 57.50 -2.00 1 1643 1643 Line I I-1 Right Wall End 3.50 72.00 1 877 877 I-2 Left Wall End 11.00 70.00 1 108 108 I-2 Left Opening 1 15.00 70.00 1 1331 1331 I-2 Right Opening 1 21.00 70.00 1 543 543 I-2 Right Wall End 25.00 70.00 1 1982 1982 I-3 Left Wall End 36.00 70.00 1 538 538 I-3 Left Opening 1 40.00 70.00 1 1977 1977 I-3 Right Opening 1 46.00 70.00 1 1189 1189 I-3 Right Wall End 50.00 70.00 1 2628 2628 I-4 Left Wall End 57.50 72.00 1 1643 1643 Level 3 Drag Strut Line- Position on Wall Location [ft]Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Wall End 0.00 17.00 1 273 273 1-7 Left Wall End 0.00 52.75 1 277 277 Line 8 8-1 Right Wall End 61.00 17.00 1 273 273 8-7 Left Wall End 61.00 52.75 1 277 277 10 Page 15 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 DRAG STRUT FORCES (flexible wind design, continued) Line A A-1 Right Wall End 3.50 -2.00 1 389 389 A-2 Left Wall End 11.00 0.00 1 48 48 A-2 Left Opening 1 15.00 0.00 1 591 591 A-2 Right Opening 1 21.00 0.00 1 241 241 A-2 Right Wall End 25.00 0.00 1 880 880 A-3 Left Wall End 36.00 0.00 1 239 239 A-3 Left Opening 1 40.00 0.00 1 877 877 A-3 Right Opening 1 46.00 0.00 1 527 527 A-3 Right Wall End 50.00 0.00 1 1166 1166 A-4 Left Wall End 57.50 -2.00 1 729 729 Line I I-1 Right Wall End 3.50 72.00 1 389 389 I-2 Left Wall End 11.00 70.00 1 48 48 I-2 Left Opening 1 15.00 70.00 1 591 591 I-2 Right Opening 1 21.00 70.00 1 241 241 I-2 Right Wall End 25.00 70.00 1 880 880 I-3 Left Wall End 36.00 70.00 1 239 239 I-3 Left Opening 1 40.00 70.00 1 877 877 I-3 Right Opening 1 46.00 70.00 1 527 527 I-3 Right Wall End 50.00 70.00 1 1166 1166 I-4 Left Wall End 57.50 72.00 1 729 729 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 11 Page 16 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs] [lbs][sq.ft]E-W N-S E-W N-S 3 103773 4111.3 18959 18959 18959 18959 2 82666 4111.3 10361 10361 13778 13778 1 82666 4111.3 5181 5181 13778 13778 All 269104 - 34500 34500 - - Legend: Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. 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 = 0.83; Ev = 0.167 D unfactored; 0.117 D factored; total dead load factor: 0.6 - 0.117 = 0.483 tension, 1.0 + 0.117 = 1.117 compression. 12 Page 17 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 3 Ln1, Lev3 - Both - - 6655 - - - - - - 11550 - Wall 1-1 4 Both 115.2 - 2190 - 1.0 - 200 - 200 3800 0.58 Wall 1-3 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 1-4 4 Both 115.2 - 2247 - 1.0 - 200 - 200 3900 0.58 Wall 1-5 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 1-7 4 Both 115.2 - 2218 - 1.0 - 200 - 200 3850 0.58 Level 2 Ln1, Lev2 - Both - - 10308 - - - - - - 11550 - Wall 1-1 4^Both 178.5 - 3392 - 1.0 - 200 - 200 3800 0.89 Wall 1-3 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 1-4 4^Both 178.5 - 3481 - 1.0 - 200 - 200 3900 0.89 Wall 1-5 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 1-7 4^Both 178.5 - 3436 - 1.0 - 200 - 200 3850 0.89 Level 1 Ln1, Lev1 - Both - - 12135 - - - - - - 17325 - Wall 1-1 3 Both 210.1 - 3992 - 1.0 - 300 - 300 5700 0.70 Wall 1-3 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 1-4 3 Both 210.1 - 4098 - 1.0 - 300 - 300 5850 0.70 Wall 1-5 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 1-7 3 Both 210.1 - 4045 - 1.0 - 300 - 300 5775 0.70 Line 8 Level 3 Ln8, Lev3 - Both - - 6616 - - - - - - 11550 - Wall 8-1 4 Both 114.6 - 2177 - 1.0 - 200 - 200 3800 0.57 Wall 8-3 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 8-4 4 Both 114.6 - 2234 - 1.0 - 200 - 200 3900 0.57 Wall 8-5 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 8-7 4 Both 114.6 - 2205 - 1.0 - 200 - 200 3850 0.57 Level 2 Ln8, Lev2 - Both - - 10216 - - - - - - 11550 - Wall 8-1 4 Both 176.9 - 3361 - 1.0 - 200 - 200 3800 0.88 Wall 8-3 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 8-4 4 Both 176.9 - 3449 - 1.0 - 200 - 200 3900 0.88 Wall 8-5 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 8-7 4 Both 176.9 - 3405 - 1.0 - 200 - 200 3850 0.88 Level 1 Ln8, Lev1 - Both - - 12015 - - - - - - 17325 - Wall 8-1 3 Both 208.1 - 3953 - 1.0 - 300 - 300 5700 0.69 Wall 8-3 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 8-4 3 Both 208.1 - 4057 - 1.0 - 300 - 300 5850 0.69 Wall 8-5 4 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 8-7 3 Both 208.1 - 4005 - 1.0 - 300 - 300 5775 0.69 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 3 LnA, Lev3 - Both - - 3521 - - - - - - 4531 - Wall A-1 3^Both 167.9 - 588 - .78 - 300 - 233 817 0.72 Wall A-2 3^Both 164.9 242.8 1173 - 1.0 - 300 0.68 204 1449 0.81 Wall A-3 3^Both 164.9 242.8 1173 - 1.0 - 300 0.68 204 1449 0.81 Wall A-4 3^Both 167.9 - 588 - .78 - 300 - 233 817 0.72 Level 2 LnA, Lev2 - Both - - 5454 - - - - - - 7703 - Wall A-1 2 Both 260.0 - 910 - .78 - 510 - 397 1388 0.66 Wall A-2 2 Both 255.5 376.1 1817 - 1.0 - 510 0.68 346 2463 0.74 Wall A-3 2 Both 255.5 376.1 1817 - 1.0 - 510 0.68 346 2463 0.74 Wall A-4 2 Both 260.0 - 910 - .78 - 510 - 397 1388 0.66 Level 1 LnA, Lev1 - Both - - 6420 - - - - - - 9667 - Wall A-1 1 Both 306.1 - 1071 - .78 - 640 - 498 1742 0.61 Wall A-2 1 Both 300.8 442.8 2139 - 1.0 - 640 0.68 435! 3091 0.69 Wall A-3 1 Both 300.8 442.8 2139 - 1.0 - 640 0.68 435! 3091 0.69 Wall A-4 1 Both 306.1 - 1071 - .78 - 640 - 498 1742 0.61 Line E Level 3 LnE, Lev3 - Both - - 6230 - - - - - - 25200 - Wall E-1 4 Both 49.4 - 3115 - 1.0 - 200 - 200 12600 0.25 13 Page 18 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 SHEAR RESULTS (flexible seismic design, continued) Wall E-2 4 Both 49.4 - 3115 - 1.0 - 200 - 200 12600 0.25 Level 2 LnE, Lev2 - Both - - 9617 - - - - - - 25200 - Wall E-1 4 Both 76.3 - 4808 - 1.0 - 200 - 200 12600 0.38 Wall E-2 4 Both 76.3 - 4808 - 1.0 - 200 - 200 12600 0.38 Level 1 LnE, Lev1 - Both - - 11310 - - - - - - 25200 - Wall E-1 4 Both 89.8 - 5655 - 1.0 - 200 - 200 12600 0.45 Wall E-2 4 Both 89.8 - 5655 - 1.0 - 200 - 200 12600 0.45 Line I Level 3 LnI, Lev3 - Both - - 3521 - - - - - - 4531 - Wall I-1 3^Both 167.9 - 588 - .78 - 300 - 233 817 0.72 Wall I-2 3^Both 164.9 242.8 1173 - 1.0 - 300 0.68 204 1449 0.81 Wall I-3 3^Both 164.9 242.8 1173 - 1.0 - 300 0.68 204 1449 0.81 Wall I-4 3^Both 167.9 - 588 - .78 - 300 - 233 817 0.72 Level 2 LnI, Lev2 - Both - - 5453 - - - - - - 7703 - Wall I-1 2 Both 260.0 - 910 - .78 - 510 - 397 1388 0.66 Wall I-2 2 Both 255.5 376.1 1817 - 1.0 - 510 0.68 346 2463 0.74 Wall I-3 2 Both 255.5 376.1 1817 - 1.0 - 510 0.68 346 2463 0.74 Wall I-4 2 Both 260.0 - 910 - .78 - 510 - 397 1388 0.66 Level 1 LnI, Lev1 - Both - - 6420 - - - - - - 9667 - Wall I-1 1 Both 306.1 - 1071 - .78 - 640 - 498 1742 0.61 Wall I-2 1 Both 300.7 442.7 2139 - 1.0 - 640 0.68 435! 3091 0.69 Wall I-3 1 Both 300.7 442.7 2139 - 1.0 - 640 0.68 435! 3091 0.69 Wall I-4 1 Both 306.1 - 1071 - .78 - 640 - 498 1742 0.61 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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 criterior was critical in selecting wall. ! Shear capacity of each side of perforated shearwall limited to 870 plf, as per AWC SDPWS 4.3.5.3-3. 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. 14 Page 19 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Tensile ASD Line-Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.87 4595 5233 1017 380 Limit With 900 0.42 1-1 R End 0.00 16.88 4595 5233 1017 380 Limit With 900 0.42 1-2 L End -1.00 17.13 964 1-2 R End -1.00 20.37 964 1-3 L End 0.00 20.63 344 1-3 L Op 1 0.00 21.63 1170 1-3 R Op 1 0.00 24.88 964 1-3 R End 0.00 25.13 138 1-4 L End -1.00 25.38 4594 5370 1044 268 Limit With 900 0.30 1-4 R End -1.00 44.63 4594 5370 1044 268 Limit With 900 0.30 1-5 L End 0.00 44.88 207 1-5 L Op 1 0.00 45.38 1033 1-5 R Op 1 0.00 48.63 1170 1-5 R End 0.00 49.63 344 1-6 L End -1.00 49.88 826 1-6 R End -1.00 52.63 826 1-7 L End 0.00 52.88 4595 5301 1031 324 Limit With 900 0.36 1-7 R End 0.00 71.88 4595 5301 1031 324 Limit With 900 0.36 Line 8 8-1 L End 61.00 -1.87 4556 5233 1017 340 Limit With 900 0.38 8-1 R End 61.00 16.88 4556 5233 1017 340 Limit With 900 0.38 8-2 L End 62.00 17.13 895 8-2 R End 62.00 20.13 895 8-3 L End 61.00 20.37 344 8-3 L Op 1 61.00 21.38 1170 8-3 R Op 1 61.00 24.63 1033 8-3 R End 61.00 25.13 207 8-4 L End 62.00 25.38 4554 5370 1044 228 Limit With 900 0.25 8-4 R End 62.00 44.63 4554 5370 1044 228 Limit With 900 0.25 8-5 L End 61.00 44.88 207 8-5 L Op 1 61.00 45.38 1033 8-5 R Op 1 61.00 48.63 1170 8-5 R End 61.00 49.63 344 8-6 L End 62.00 49.88 826 8-6 R End 62.00 52.63 826 8-7 L End 61.00 52.88 4555 5301 1031 284 Limit With 900 0.32 8-7 R End 61.00 71.88 4555 5301 1031 284 Limit With 900 0.32 Line A A-1 L End 0.12 -2.00 7114 1820 354 5649 HDQ8-SDS3 9230 0.61 A-1 R End 3.38 -2.00 7114 1820 354 5649 HDQ8-SDS3 9230 0.61 A-2 L End 11.13 0.00 9864 6439 1252 4677 HDQ8-SDS3 9230 0.51 A-2 R End 24.88 0.00 9864 6439 1252 4677 HDQ8-SDS3 9230 0.51 A-3 L End 36.13 0.00 9864 6439 1252 4677 HDQ8-SDS3 9230 0.51 A-3 R End 49.88 0.00 9864 6439 1252 4677 HDQ8-SDS3 9230 0.51 A-4 L End 57.63 -2.00 7114 1820 354 5649 HDQ8-SDS3 9230 0.61 A-4 R End 60.88 -2.00 7114 1820 354 5649 HDQ8-SDS3 9230 0.61 Line E E-2 L End -0.87 34.75 3895 89132 E-1 R End 61.88 34.75 3895 89132 Line I I-1 L End 0.12 72.00 7114 1820 354 5648 HDQ8-SDS3 9230 0.61 I-1 R End 3.38 72.00 7114 1820 354 5648 HDQ8-SDS3 9230 0.61 I-2 L End 11.13 70.00 9863 6439 1252 4676 HDQ8-SDS3 9230 0.51 I-2 R End 24.88 70.00 9863 6439 1252 4676 HDQ8-SDS3 9230 0.51 I-3 L End 36.13 70.00 9863 6439 1252 4676 HDQ8-SDS3 9230 0.51 I-3 R End 49.88 70.00 9863 6439 1252 4676 HDQ8-SDS3 9230 0.51 I-4 L End 57.63 72.00 7114 1820 354 5648 HDQ8-SDS3 9230 0.61 I-4 R End 60.88 72.00 7114 1820 354 5648 HDQ8-SDS3 9230 0.61 Level 2 Tensile ASD Line-Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.87 2679 2531 492 640 Limit With 900 0.71 1-1 R End 0.00 16.88 2679 2531 492 640 Limit With 900 0.71 1-2 L End -1.00 17.13 466 1-2 R End -1.00 20.37 466 1-3 L End 0.00 20.63 167 1-3 L Op 1 0.00 21.63 566 1-3 R Op 1 0.00 24.88 466 15 Page 20 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 HOLD-DOWN DESIGN (flexible seismic design, continued) 1-3 R End 0.00 25.13 67 1-4 L End -1.00 25.38 2678 2597 505 586 Limit With 900 0.65 1-4 R End -1.00 44.63 2678 2597 505 586 Limit With 900 0.65 1-5 L End 0.00 44.88 100 1-5 L Op 1 0.00 45.38 500 1-5 R Op 1 0.00 48.63 566 1-5 R End 0.00 49.63 167 1-6 L End -1.00 49.88 400 1-6 R End -1.00 52.63 400 1-7 L End 0.00 52.88 2678 2564 499 613 Limit With 900 0.68 1-7 R End 0.00 71.88 2678 2564 499 613 Limit With 900 0.68 Line 8 8-1 L End 61.00 -1.87 2658 2531 492 619 Limit With 900 0.69 8-1 R End 61.00 16.88 2658 2531 492 619 Limit With 900 0.69 8-2 L End 62.00 17.13 433 8-2 R End 62.00 20.13 433 8-3 L End 61.00 20.37 167 8-3 L Op 1 61.00 21.38 566 8-3 R Op 1 61.00 24.63 500 8-3 R End 61.00 25.13 100 8-4 L End 62.00 25.38 2657 2597 505 565 Limit With 900 0.63 8-4 R End 62.00 44.63 2657 2597 505 565 Limit With 900 0.63 8-5 L End 61.00 44.88 100 8-5 L Op 1 61.00 45.38 500 8-5 R Op 1 61.00 48.63 566 8-5 R End 61.00 49.63 167 8-6 L End 62.00 49.88 400 8-6 R End 62.00 52.63 400 8-7 L End 61.00 52.88 2658 2564 499 592 Limit With 900 0.66 8-7 R End 61.00 71.88 2658 2564 499 592 Limit With 900 0.66 Line A A-1 L End 0.12 -2.00 4147 949 185 3383 MST60 6235 0.54 A-1 R End 3.38 -2.00 4147 949 185 3383 MST60 6235 0.54 A-2 L End 11.13 0.00 5750 3797 738 2692 MST60 6235 0.43 A-2 R End 24.88 0.00 5750 3797 738 2692 MST60 6235 0.43 A-3 L End 36.13 0.00 5750 3797 738 2692 MST60 6235 0.43 A-3 R End 49.88 0.00 5750 3797 738 2692 MST60 6235 0.43 A-4 L End 57.63 -2.00 4147 949 185 3383 MST60 6235 0.54 A-4 R End 60.88 -2.00 4147 949 185 3383 MST60 6235 0.54 Line E E-2 L End -0.87 34.75 2273 59422 E-1 R End 61.88 34.75 2273 59422 Line I I-1 L End 0.12 72.00 4147 949 185 3383 MST60 6235 0.54 I-1 R End 3.38 72.00 4147 949 185 3383 MST60 6235 0.54 I-2 L End 11.13 70.00 5750 3797 738 2691 MST60 6235 0.43 I-2 R End 24.88 70.00 5750 3797 738 2691 MST60 6235 0.43 I-3 L End 36.13 70.00 5750 3797 738 2691 MST60 6235 0.43 I-3 R End 49.88 70.00 5750 3797 738 2691 MST60 6235 0.43 I-4 L End 57.63 72.00 4147 949 185 3383 MST60 6235 0.54 I-4 R End 60.88 72.00 4147 949 185 3383 MST60 6235 0.54 Level 3 Tensile ASD Line-Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 -1.87 1051 787 153 417 Limit With 900 0.46 1-1 R End 0.00 16.88 1051 787 153 417 Limit With 900 0.46 1-2 L End -1.00 17.13 145 1-2 R End -1.00 20.37 145 1-3 L End 0.00 20.63 52 1-3 L Op 1 0.00 21.63 176 1-3 R Op 1 0.00 24.88 145 1-3 R End 0.00 25.13 21 1-4 L End -1.00 25.38 1051 807 157 400 Limit With 900 0.44 1-4 R End -1.00 44.63 1051 807 157 400 Limit With 900 0.44 1-5 L End 0.00 44.88 31 1-5 L Op 1 0.00 45.38 155 1-5 R Op 1 0.00 48.63 176 1-5 R End 0.00 49.63 52 1-6 L End -1.00 49.88 124 1-6 R End -1.00 52.63 124 1-7 L End 0.00 52.88 1051 797 155 409 Limit With 900 0.45 1-7 R End 0.00 71.88 1051 797 155 409 Limit With 900 0.45 16 Page 21 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 HOLD-DOWN DESIGN (flexible seismic design, continued) Line 8 8-1 L End 61.00 -1.87 1045 787 153 411 Limit With 900 0.46 8-1 R End 61.00 16.88 1045 787 153 411 Limit With 900 0.46 8-2 L End 62.00 17.13 135 8-2 R End 62.00 20.13 135 8-3 L End 61.00 20.37 52 8-3 L Op 1 61.00 21.38 176 8-3 R Op 1 61.00 24.63 155 8-3 R End 61.00 25.13 31 8-4 L End 62.00 25.38 1044 807 157 394 Limit With 900 0.44 8-4 R End 62.00 44.63 1044 807 157 394 Limit With 900 0.44 8-5 L End 61.00 44.88 31 8-5 L Op 1 61.00 45.38 155 8-5 R Op 1 61.00 48.63 176 8-5 R End 61.00 49.63 52 8-6 L End 62.00 49.88 124 8-6 R End 62.00 52.63 124 8-7 L End 61.00 52.88 1045 797 155 403 Limit With 900 0.45 8-7 R End 61.00 71.88 1045 797 155 403 Limit With 900 0.45 Line A A-1 L End 0.12 -2.00 1627 413 80 1295 MST37 2710 0.48 A-1 R End 3.38 -2.00 1627 413 80 1295 MST37 2710 0.48 A-2 L End 11.13 0.00 2256 1651 321 926 MST37 2710 0.34 A-2 R End 24.88 0.00 2256 1651 321 926 MST37 2710 0.34 A-3 L End 36.13 0.00 2256 1651 321 926 MST37 2710 0.34 A-3 R End 49.88 0.00 2256 1651 321 926 MST37 2710 0.34 A-4 L End 57.63 -2.00 1627 413 80 1295 MST37 2710 0.48 A-4 R End 60.88 -2.00 1627 413 80 1295 MST37 2710 0.48 Line E E-2 L End -0.87 34.75 894 29711 E-1 R End 61.88 34.75 894 29711 Line I I-1 L End 0.12 72.00 1627 413 80 1295 MST37 2710 0.48 I-1 R End 3.38 72.00 1627 413 80 1295 MST37 2710 0.48 I-2 L End 11.13 70.00 2256 1651 321 926 MST37 2710 0.34 I-2 R End 24.88 70.00 2256 1651 321 926 MST37 2710 0.34 I-3 L End 36.13 70.00 2256 1651 321 926 MST37 2710 0.34 I-3 R End 49.88 70.00 2256 1651 321 926 MST37 2710 0.34 I-4 L End 57.63 72.00 1627 413 80 1295 MST37 2710 0.48 I-4 R End 60.88 72.00 1627 413 80 1295 MST37 2710 0.48 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 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 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 = 0.194 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 for 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: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. 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 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 17 Page 22 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 DRAG STRUT FORCES (flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Wall End 0.00 17.00 877 877 1-7 Left Wall End 0.00 52.75 888 888 Line 8 8-1 Right Wall End 61.00 17.00 868 868 8-7 Left Wall End 61.00 52.75 879 879 Line A A-1 Right Wall End 3.50 -2.00 703 703 A-2 Left Wall End 11.00 0.00 86 86 A-2 Left Opening 1 15.00 0.00 1067 1067 A-2 Right Opening 1 21.00 0.00 435 435 A-2 Right Wall End 25.00 0.00 1589 1589 A-3 Left Wall End 36.00 0.00 431 431 A-3 Left Opening 1 40.00 0.00 1584 1584 A-3 Right Opening 1 46.00 0.00 953 953 A-3 Right Wall End 50.00 0.00 2106 2106 A-4 Left Wall End 57.50 -2.00 1317 1317 Line I I-1 Right Wall End 3.50 72.00 703 703 I-2 Left Wall End 11.00 70.00 86 86 I-2 Left Opening 1 15.00 70.00 1067 1067 I-2 Right Opening 1 21.00 70.00 435 435 I-2 Right Wall End 25.00 70.00 1589 1589 I-3 Left Wall End 36.00 70.00 431 431 I-3 Left Opening 1 40.00 70.00 1584 1584 I-3 Right Opening 1 46.00 70.00 953 953 I-3 Right Wall End 50.00 70.00 2106 2106 I-4 Left Wall End 57.50 72.00 1317 1317 Level 2 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Wall End 0.00 17.00 745 745 1-7 Left Wall End 0.00 52.75 755 755 Line 8 8-1 Right Wall End 61.00 17.00 738 738 8-7 Left Wall End 61.00 52.75 748 748 Line A A-1 Right Wall End 3.50 -2.00 597 597 A-2 Left Wall End 11.00 0.00 73 73 A-2 Left Opening 1 15.00 0.00 906 906 A-2 Right Opening 1 21.00 0.00 370 370 A-2 Right Wall End 25.00 0.00 1350 1350 A-3 Left Wall End 36.00 0.00 366 366 A-3 Left Opening 1 40.00 0.00 1346 1346 A-3 Right Opening 1 46.00 0.00 809 809 A-3 Right Wall End 50.00 0.00 1789 1789 A-4 Left Wall End 57.50 -2.00 1119 1119 Line I I-1 Right Wall End 3.50 72.00 597 597 I-2 Left Wall End 11.00 70.00 73 73 I-2 Left Opening 1 15.00 70.00 906 906 I-2 Right Opening 1 21.00 70.00 370 370 I-2 Right Wall End 25.00 70.00 1350 1350 I-3 Left Wall End 36.00 70.00 366 366 I-3 Left Opening 1 40.00 70.00 1346 1346 I-3 Right Opening 1 46.00 70.00 809 809 I-3 Right Wall End 50.00 70.00 1789 1789 I-4 Left Wall End 57.50 72.00 1119 1119 Level 3 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Wall End 0.00 17.00 481 481 1-7 Left Wall End 0.00 52.75 487 487 Line 8 8-1 Right Wall End 61.00 17.00 478 478 8-7 Left Wall End 61.00 52.75 484 484 18 Page 23 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 DRAG STRUT FORCES (flexible seismic design, continued) Line A A-1 Right Wall End 3.50 -2.00 386 386 A-2 Left Wall End 11.00 0.00 47 47 A-2 Left Opening 1 15.00 0.00 585 585 A-2 Right Opening 1 21.00 0.00 239 239 A-2 Right Wall End 25.00 0.00 871 871 A-3 Left Wall End 36.00 0.00 236 236 A-3 Left Opening 1 40.00 0.00 869 869 A-3 Right Opening 1 46.00 0.00 523 523 A-3 Right Wall End 50.00 0.00 1155 1155 A-4 Left Wall End 57.50 -2.00 722 722 Line I I-1 Right Wall End 3.50 72.00 386 386 I-2 Left Wall End 11.00 70.00 47 47 I-2 Left Opening 1 15.00 70.00 585 585 I-2 Right Opening 1 21.00 70.00 239 239 I-2 Right Wall End 25.00 70.00 871 871 I-3 Left Wall End 36.00 70.00 236 236 I-3 Left Opening 1 40.00 70.00 869 869 I-3 Right Opening 1 46.00 70.00 523 523 I-3 Right Wall End 50.00 70.00 1155 1155 I-4 Left Wall End 57.50 72.00 722 722 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> 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 19 Page 24 of 97 WoodWorks® Shearwalls Wyndstone Lateral - Center.wsw Oct. 30, 2019 10:28:10 20 Page 25 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1Wyndstone Lateral.wsw Oct. 3, 2019 15:54:41 0'15'30' 0' 15' 30' 45' 60' 75' I-2 5-2C-2 1-1A-1 2-1A-2 B-1 A-33-15-11-31-2E-1 G-1 K-1 2-2K-2 J-13-2K-3 5-75-45-3C-1 D-1 5-65-5H-1 I-1 F-2F-1 4-14-2Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 3 Page 26 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1Wyndstone Lateral.wsw Oct. 3, 2019 15:54:41 0'15'30' 0' 15' 30' 45' 60' 75' I-2 C-2 B-1 A-1 B-2 B-3 3-15-11-31-2C-1 I-1 J-1 K-1 J-23-2J-3 5-35-22-12-21-1F-2F-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 2 of 3 Page 27 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1Wyndstone Lateral.wsw Oct. 3, 2019 15:55:34 0'15'30' 0' 15' 30' 45' 60' 75' C-12-15-1I-1 F-2F-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 3 of 3 Page 28 of 97 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 Project Information COMPANY AND PROJECT INFORMATION Company Project Exodus Engineering 1321 Grand Ave Centralia, WA 98531 DESIGN SETTINGS Design Code IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 Directional (All heights) Seismic Standard ASCE 7-10 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor - Temperature Range - Moisture Content Fabrication Service 15% <=19% 10% <=19% Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 0.00 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Collector forces based on... Hold-downs Applied loads 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: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.500g Ss: 1.250g Fundamental Period E-W N-S T Used 0.288s 0.288s Approximate Ta 0.288s 0.288s Maximum T 0.403s 0.403s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.60 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 85 mph 1 Page 29 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 29.00 0.0 Level 3 20.00 12.0 9.00 15.7 16.5 Level 2 10.00 12.0 9.00 15.7 16.5 Level 1 0.00 0.0 9.00 3.8 4.5 Foundation 0.00 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 lbs/in in in 1 Ext Struct Sh OSB 24/0 3/8 -3 Vert 77500 6d Nail N 2 12 Y 2 2 Ext Struct Sh OSB 24/0 3/8 - 3 Vert 77500 6d Nail N 6 12 Y 3 Ext Struct Sh OSB 24/0 3/8 - 3 Vert 77500 6d Nail N 3 12 Y 2 4 Ext Struct Sh OSB 24/0 3/8 -3 Vert 77500 6d Nail N 4 12 Y Legend: Grp – Wall Design Group number, used to reference wall in other tables 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 lb/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 A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” 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, 1-1/4” long. 5/8” 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: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 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. 2 Page 30 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 Loads DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft] Start End Start End C 3 Line 12.00 38.50 393.0 F 3 Line 12.00 38.50 258.0 I 3 Line 12.00 38.50 393.0 2 3 Line 21.75 52.25 75.0 2 3 Line 21.75 52.25 153.0 5 3 Line 21.75 52.25 153.0 B 2 Line -2.00 36.75 258.0 B 2 Point 12.00 12.00 700 C 2 Line 12.00 38.50 393.0 F 2 Line 12.00 38.50 258.0 I 2 Line 12.00 38.50 393.0 J 2 Line -2.00 36.75 258.0 1 2 Point 6.75 6.75 198 2 2 Line 21.75 52.25 153.0 2 2 Line 21.75 52.25 75.0 5 2 Line 7.75 66.25 158.0 5 2 Line 21.75 52.25 153.0 A 1 Line 0.00 36.75 118.0 C 1 Line 12.00 38.50 393.0 F 1 Line 12.00 38.50 258.0 I 1 Line 12.00 38.50 393.0 J 1 Line -2.00 36.75 258.0 K 1 Line 0.00 36.75 118.0 1 1 Line 0.00 74.00 188.0 1 1 Point 6.75 6.75 198 2 1 Line 21.75 52.25 153.0 2 1 Line 21.75 52.25 75.0 5 1 Line 0.00 74.00 188.0 5 1 Line 21.75 52.25 153.0 3 Page 31 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 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 CC1.2 (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). 4 Page 32 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 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 V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 3622 - - - - - - 13200 - Wall 1-1 4 Both 78.5 115.2 785 - 1.0 - 420 0.68 286 2860 0.27 Wall 1-2 4 Both 91.2 115.2 2053 - 1.0 - 420 0.79 332 7481 0.27 Wall 1-3 4 Both 78.5 115.2 785 - 1.0 - 420 0.68 286 2860 0.27 Level 1 Ln1, Lev1 - Both - - 5692 - - - - - - 13694 - Wall 1-1 4 Both 144.1 174.6 2126 - 1.0 - 420 0.83 347 5114 0.42 Wall 1-2 4 Both 174.6 174.6 1440 - 1.0 - 420 1.00 420 3465 0.42 Wall 1-3 4 Both 144.1 174.6 2126 - 1.0 - 420 0.83 347 5114 0.42 Line 2 Level 3 Ln2, Lev3 - Both - - 2295 - - - - - - 7770 - Wall 2-1 4 Both - - 2295 - 1.0 - 420 - - 7770 - Seg. 1 - Both 124.1 - 837 - 1.0 - 420 - 420 2835 0.30 Seg. 2 - Both 124.1 - 620 - 1.0 - 420 - 420 2100 0.30 Seg. 3 - Both 124.1 - 837 - 1.0 - 420 - 420 2835 0.30 Line 5 Ln5, Lev3 2 Both 57.5 - 1754 - 1.0 - 280 - 280 8540 0.21 Level 2 Ln5, Lev2 - Both - - 4648 - - - - - - 19708 - Wall 5-1 4 Both 96.3 96.3 1108 - 1.0 - 420 1.00 420 4830 0.23 Wall 5-2 4 Both 87.1 101.6 2457 - 1.0 - 420 0.86 360 10153 0.24 Wall 5-3 4 Both 96.3 96.3 1084 - 1.0 - 420 1.00 420 4725 0.23 Level 1 Ln5, Lev1 - Both - - 6656 - - - - - - 17484 - Wall 5-1 2 Both 106.6 - 2052 - 1.0 - 280 - 280 5390 0.38 Wall 5-2 2 Both 77.0 - 250 - .72 - 280 - 202 657 0.38 Wall 5-3 2 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 5-4 2 Both 106.6 - 2079 - 1.0 - 280 - 280 5460 0.38 Wall 5-5 2 Both 0.0 - 0 - 1.0 - 280 - - - - Wall 5-6 2 Both 77.0 - 250 - .72 - 280 - 202 657 0.38 Wall 5-7 2 Both 106.6 - 2025 - 1.0 - 280 - 280 5320 0.38 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 212 - - - - - - 1999 - Wall A-1 2 Both - - 212 - 1.0 - 280 - - 1999 - Seg. 1 - Both 28.1 - 119 - .94 - 264 - 264 1124 0.11 Seg. 2 - Both 24.8 - 93 - .83 - 233 - 233 875 0.11 Level 1 LnA, Lev1 - Both - - 8904 - - - - - - 9629 - Wall A-1 1^Both - - 2641 - 1.0 - 714 - - 2856 - Seg. 1 - Both 440.2 - 1321 - .67 - 476 - 476 1428 0.92 Seg. 2 - Both 440.2 - 1321 - .67 - 476 - 476 1428 0.92 Wall A-2 1^Both - - 4714 - 1.0 - 714 - - 5097 - Seg. 1 - Both 623.6 - 2650 - .94 - 674 - 674 2866 0.92 Seg. 2 - Both 550.2 - 2063 - .83 - 595 - 595 2231 0.92 Wall A-3 1^Both 476.9 - 1550 - .72 - 714 - 516 1676 0.92 Line B Level 2 LnB, Lev2 - Both - - 5119 - - - - - - 5179 - Wall B-1 3^Both - - 3852 - 1.0 - 546 - - 3898 - Seg. 1 - Both 449.7 - 1686 - .83 - 455 - 455 1706 0.99 Seg. 2 - Both 509.7 - 2166 - .94 - 516 - 516 2192 0.99 Wall B-2 2 Both 0.0 - 0 - 1.0 - 280 - - - - Wall B-3 3^Both 389.7 - 1267 - .72 - 546 - 394 1282 0.99 Line C Level 3 LnC, Lev3 4 Both 174.7 203.6 3626 - 1.0 - 420 0.86 360 7480 0.48 Line F LnF, Lev3 - Both - - 2822 - - - - - - 14840 - Wall F-1 2 Both 53.3 - 1411 - 1.0 - 280 - 280 7420 0.19 5 Page 33 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 SHEAR RESULTS (flexible wind design, continued) Wall F-2 2 Both 53.3 - 1411 - 1.0 - 280 - 280 7420 0.19 Level 2 LnF, Lev2 - Both - - 7859 - - - - - - 20440 - Wall F-1 2 Both 107.7 - 3929 - 1.0 - 280 - 280 10220 0.38 Wall F-2 2 Both 107.7 - 3929 - 1.0 - 280 - 280 10220 0.38 Level 1 LnF, Lev1 - Both - - 12804 - - - - - - 20440 - Wall F-1 2 Both 175.4 - 6402 - 1.0 - 280 - 280 10220 0.63 Wall F-2 2 Both 175.4 - 6402 - 1.0 - 280 - 280 10220 0.63 Line I Level 3 LnI, Lev3 4 Both 175.0 203.9 3631 - 1.0 - 420 0.86 360 7480 0.49 Line J Level 2 LnJ, Lev2 - Both - - 4759 - - - - - - 5179 - Wall J-1 3 Both - - 3581 - 1.0 - 546 - - 3898 - Seg. 1 - Both 418.0 - 1568 - .83 - 455 - 455 1706 0.92 Seg. 2 - Both 473.8 - 2014 - .94 - 516 - 516 2192 0.92 Wall J-2 2 Both 0.0 - 0 - 1.0 - 280 - - - - Wall J-3 3 Both 362.3 - 1177 - .72 - 546 - 394 1282 0.92 Line K LnK, Lev2 - Both - - 217 - - - - - - 1999 - Wall K-1 2 Both - - 217 - 1.0 - 280 - - 1999 - Seg. 1 - Both 28.6 - 122 - .94 - 264 - 264 1124 0.11 Seg. 2 - Both 25.3 - 95 - .83 - 233 - 233 875 0.11 Level 1 LnK, Lev1 - Both - - 8444 - - - - - - 9629 - Wall K-1 1 Both - - 2504 - 1.0 - 714 - - 2856 - Seg. 1 - Both 417.4 - 1252 - .67 - 476 - 476 1428 0.88 Seg. 2 - Both 417.4 - 1252 - .67 - 476 - 476 1428 0.88 Wall K-2 1 Both - - 4470 - 1.0 - 714 - - 5097 - Seg. 1 - Both 591.3 - 2513 - .94 - 674 - 674 2866 0.88 Seg. 2 - Both 521.7 - 1957 - .83 - 595 - 595 2231 0.88 Wall K-3 1 Both 452.2 - 1470 - .72 - 714 - 516 1676 0.88 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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 criterior 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. 6 Page 34 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 HOLD-DOWN DESIGN (flexible wind design) Level 1 Tensile ASD Line-Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 1 127 1-1 L Op 3 0.00 2.13 496 V Elem -2.00 6.88 2 1064 119 945 Refer to upper level 1-1 L End 0.00 8.38 2 1598 1427 171 STHD10 (6" 2640 0.06 V Elem -2.00 22.63 2 1064 0 1064 Refer to upper level V Elem -2.00 22.88 2 1049 1049 Refer to upper level 1-1 R End 0.00 25.88 2 1598 1340 259 STHD10 (6" 2640 0.10 1-1 R Op 3 0.00 32.13 381 1-1 R End 0.00 32.62 1 42 1-2 L End 2.00 32.88 2 1620 465 1155 STHD10 (6" 2640 0.44 1-2 R End 2.00 40.88 2 1620 465 1155 STHD10 (6" 2640 0.44 1-3 L End 0.00 41.13 1 42 1-3 L Op 3 0.00 41.63 381 1-3 L End 0.00 47.88 2 1598 1340 259 STHD10 (6" 2640 0.10 V Elem -2.00 51.13 2 1049 1049 Refer to upper level V Elem -2.00 51.38 2 1064 1064 Refer to upper level 1-3 R End 0.00 65.38 2 1598 1340 259 STHD10 (6" 2640 0.10 V Elem -2.00 67.12 2 1064 1064 Refer to upper level 1-3 R Op 3 0.00 71.63 479 1-3 R End 0.00 73.88 1 141 Line 2 V Elem 12.00 21.88 2 1159 462 698 Refer to upper level V Elem 12.00 28.38 2 1159 872 287 Refer to upper level V Elem 12.00 34.63 2 1175 752 423 Refer to upper level V Elem 12.00 39.38 2 1175 752 423 Refer to upper level V Elem 12.00 45.63 2 1159 872 287 Refer to upper level V Elem 12.00 52.13 2 1159 462 698 Refer to upper level Line 5 5-1 L End 36.75 0.12 2 972 1086 V Elem 38.50 7.88 2 886 545 341 Refer to upper level 5-1 R End 36.75 19.12 2 1858 1631 227 STHD10 (6" 2640 0.09 5-2 L End 38.50 19.38 2 1673 3296 V Elem 38.50 21.88 2 522 1400 Refer to upper level 5-2 R End 38.50 22.38 2 751 244 506 Limit With 900 0.56 5-3 L End 36.75 22.63 1 128 5-3 L Op 1 36.75 23.63 1 435 5-3 R Op 1 36.75 26.88 1 358 5-3 R End 36.75 27.13 1 51 5-4 L End 38.50 27.38 2 972 1995 5-4 R End 38.50 46.63 2 972 1995 5-5 L End 36.75 46.88 1 51 5-5 L Op 1 36.75 47.13 1 358 5-5 R Op 1 36.75 50.38 1 460 5-5 R End 36.75 51.63 1 153 5-6 L End 38.50 51.88 2 751 226 525 Limit With 900 0.58 V Elem 38.50 52.13 2 522 1400 Refer to upper level 5-6 R End 38.50 54.88 2 1673 3272 5-7 L End 36.75 55.13 2 1859 1605 254 STHD10 (6" 2640 0.10 V Elem 38.50 66.13 2 887 533 353 Refer to upper level 5-7 R End 36.75 73.88 2 972 1072 Line A A-1 L End 0.12 0.00 2 4322 106 4216 STHD14 (6" 5150 0.82 A-1 L Op 1 2.88 0.00 2 4322 319 4003 STHD14 (6" 5150 0.78 A-1 R Op 1 9.13 0.00 2 4322 319 4003 STHD14 (6" 5150 0.78 A-1 R End 11.88 0.00 2 4322 106 4216 STHD14 (6" 5150 0.82 A-2 L End 12.13 2.00 2 6232 150 6081 HDU8-SDS2. 7870 0.77 A-2 L Op 1 16.13 2.00 2 6232 363 5869 HDU8-SDS2. 7870 0.75 A-2 R Op 1 22.38 2.00 2 5545 345 5200 HDU8-SDS2. 7870 0.66 A-2 R End 25.88 2.00 2 5545 133 5412 HDU8-SDS2. 7870 0.69 A-3 L End 33.63 0.00 2 4649 115 4534 STHD14 (6" 5150 0.88 A-3 R End 36.63 0.00 2 4649 115 4534 STHD14 (6" 5150 0.88 Line B V Elem -1.87 6.75 2 4336 290 4046 Refer to upper level V Elem 1.63 6.75 2 4336 755 3582 Refer to upper level V Elem 7.88 6.75 2 4874 793 4080 Refer to upper level V Elem 11.88 6.75 2 4874 749 4125 Refer to upper level V Elem 26.13 6.75 1 58 Refer to upper level V Elem 26.63 6.75 1 522 Refer to upper level V Elem 32.88 6.75 1 522 Refer to upper level V Elem 33.38 6.75 1 58 Refer to upper level V Elem 33.63 6.75 2 3800 252 3548 Refer to upper level 7 Page 35 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 HOLD-DOWN DESIGN (flexible wind design, continued) V Elem 36.63 6.75 2 3800 252 3548 Refer to upper level Line C V Elem 12.13 21.75 2 1853 3124 Refer to upper level C-2 L End 36.88 19.25 1 619 V Elem 38.38 21.75 2 1853 1853 Refer to upper level C-2 R End 38.38 19.25 1 3743 Line F F-2 L End 2.13 36.75 1 5130 5957 V Elem 12.13 36.75 1 968 4102 Refer to upper level F-1 R End 38.38 36.75 1 6098 14554 Line I V Elem 12.13 52.25 2 1856 3124 Refer to upper level I-2 L End 36.88 55.00 1 619 V Elem 38.38 52.25 2 1856 1856 Refer to upper level I-2 R End 38.38 55.00 1 3743 Line J V Elem -1.87 66.25 2 4031 290 3741 Refer to upper level V Elem 1.63 66.25 2 4031 755 3276 Refer to upper level V Elem 7.88 66.25 2 4530 793 3737 Refer to upper level V Elem 11.88 66.25 2 4530 329 4202 Refer to upper level J-1 L End 26.13 66.25 1 116 J-1 L Op 1 26.63 66.25 1 1045 J-1 R Op 1 32.88 66.25 1 1045 J-1 R End 33.38 66.25 1 116 V Elem 33.63 66.25 2 3532 252 3281 Refer to upper level V Elem 36.63 66.25 2 3532 252 3281 Refer to upper level Line K K-1 L End 0.12 74.00 2 4098 106 3992 STHD14 (6" 5150 0.78 K-1 L Op 1 2.88 74.00 2 4098 319 3779 STHD14 (6" 5150 0.73 K-1 R Op 1 9.13 74.00 2 4098 319 3779 STHD14 (6" 5150 0.73 K-1 R End 11.88 74.00 2 4098 106 3992 STHD14 (6" 5150 0.78 K-2 L End 12.13 72.00 2 5928 150 5778 HDU8-SDS2. 7870 0.73 K-2 L Op 1 16.13 72.00 2 5928 363 5566 HDU8-SDS2. 7870 0.71 K-2 R Op 1 22.38 72.00 2 5275 345 4930 HDU8-SDS2. 7870 0.63 K-2 R End 25.88 72.00 2 5275 133 5142 HDU8-SDS2. 7870 0.65 K-3 L End 33.63 74.00 2 4409 115 4294 STHD14 (6" 5150 0.83 K-3 R End 36.63 74.00 2 4409 115 4294 STHD14 (6" 5150 0.83 Level 2 Tensile ASD Line-Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End -2.00 6.88 2 1064 119 945 MST37 2710 0.35 1-1 R End -2.00 22.63 2 1064 0 1064 MST37 2710 0.39 1-2 L End 2.00 22.88 2 1049 1049 MST37 2710 0.39 1-2 R End 2.00 51.13 2 1049 1049 MST37 2710 0.39 1-3 L End -2.00 51.38 2 1064 1064 MST37 2710 0.39 1-3 R End -2.00 67.12 2 1064 1064 MST37 2710 0.39 Line 2 V Elem 12.00 21.88 2 1159 462 698 Refer to upper level V Elem 12.00 28.38 2 1159 872 287 Refer to upper level V Elem 12.00 34.63 2 1175 752 423 Refer to upper level V Elem 12.00 39.38 2 1175 752 423 Refer to upper level V Elem 12.00 45.63 2 1159 872 287 Refer to upper level V Elem 12.00 52.13 2 1159 462 698 Refer to upper level Line 5 5-1 L End 36.75 7.88 2 886 545 341 MST37 2710 0.13 5-1 R End 36.75 19.12 2 886 545 341 MST37 2710 0.13 5-2 L End 38.50 19.38 2 922 3104 V Elem 38.50 21.88 2 522 1400 Refer to upper level V Elem 38.50 52.13 2 522 1400 Refer to upper level 5-2 R End 38.50 54.88 2 922 3085 5-3 L End 36.75 55.13 2 887 533 353 MST37 2710 0.13 5-3 R End 36.75 66.13 2 887 533 353 MST37 2710 0.13 Line A A-1 L End 12.13 2.00 2 269 269 Limit With 900 0.30 A-1 L Op 1 16.13 2.00 2 269 269 Limit With 900 0.30 A-1 R Op 1 22.38 2.00 2 239 239 Limit With 900 0.27 A-1 R End 25.88 2.00 2 239 239 Limit With 900 0.27 Line B B-1 L End -1.87 6.75 2 4336 290 4046 MST48 4205 0.96 B-1 L Op 1 1.63 6.75 2 4336 755 3582 MST48 4205 0.85 B-1 R Op 1 7.88 6.75 2 4874 793 4080 MST48 4205 0.97 B-1 R End 11.88 6.75 2 4874 749 4125 MST48 4205 0.98 B-2 L End 26.13 7.75 1 58 B-2 L Op 1 26.63 7.75 1 522 8 Page 36 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 HOLD-DOWN DESIGN (flexible wind design, continued) B-2 R Op 1 32.88 7.75 1 522 B-2 R End 33.38 7.75 1 58 B-3 L End 33.63 7.75 2 3800 252 3548 MST48 4205 0.84 B-3 R End 36.63 7.75 2 3800 252 3548 MST48 4205 0.84 Line C V Elem 12.13 21.75 2 1853 3124 Refer to upper level C-2 L End 36.88 19.25 1 206 V Elem 38.38 21.75 2 1853 1853 Refer to upper level C-2 R End 38.38 19.25 1 3331 Line F F-2 L End 2.13 36.75 1 1951 2978 V Elem 12.13 36.75 1 968 4102 Refer to upper level F-1 R End 38.38 36.75 1 2919 9328 Line I V Elem 12.13 52.25 2 1856 3124 Refer to upper level I-2 L End 36.88 55.00 1 206 V Elem 38.38 52.25 2 1856 1856 Refer to upper level I-2 R End 38.38 55.00 1 3331 Line J J-1 L End -1.87 67.25 2 4031 290 3741 MST48 4205 0.89 J-1 L Op 1 1.63 67.25 2 4031 755 3276 MST48 4205 0.78 J-1 R Op 1 7.88 67.25 2 4530 793 3737 MST48 4205 0.89 J-1 R End 11.88 67.25 2 4530 329 4202 MST48 4205 1.00 J-2 L End 26.13 66.25 1 58 J-2 L Op 1 26.63 66.25 1 522 J-2 R Op 1 32.88 66.25 1 522 J-2 R End 33.38 66.25 1 58 J-3 L End 33.63 66.25 2 3532 252 3281 MST48 4205 0.78 J-3 R End 36.63 66.25 2 3532 252 3281 MST48 4205 0.78 Line K K-1 L End 12.13 72.00 2 274 274 Limit With 900 0.30 K-1 L Op 1 16.13 72.00 2 274 274 Limit With 900 0.30 K-1 R Op 1 22.38 72.00 2 244 244 Limit With 900 0.27 K-1 R End 25.88 72.00 2 244 244 Limit With 900 0.27 Level 3 Tensile ASD Line-Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 2 2-1 L End 12.00 21.88 2 1159 462 698 MST37 2710 0.26 2-1 L Op 1 12.00 28.38 2 1159 872 287 MST37 2710 0.11 2-1 R Op 1 12.00 34.63 2 1175 752 423 MST37 2710 0.16 2-1 L Op 2 12.00 39.38 2 1175 752 423 MST37 2710 0.16 2-1 R Op 2 12.00 45.63 2 1159 872 287 MST37 2710 0.11 2-1 R End 12.00 52.13 2 1159 462 698 MST37 2710 0.26 Line 5 5-1 L End 38.50 21.88 2 522 1400 5-1 R End 38.50 52.13 2 522 1400 Line C C-1 L End 12.13 21.75 2 1853 3124 C-1 R End 38.38 21.75 2 1853 3124 Line F F-2 L End 12.13 36.75 1 968 4102 F-1 R End 38.38 36.75 1 968 4102 Line I I-1 L End 12.13 52.25 2 1856 3124 I-1 R End 38.38 52.25 2 1856 3124 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 Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) 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. 9 Page 37 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 Dead – Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD 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 for 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 4.3-9. 10 Page 38 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 DRAG STRUT FORCES (flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft]Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Opening 1 0.00 8.25 1 769 769 1-1 Left Opening 2 0.00 18.25 1 45 45 1-1 Right Opening 2 0.00 21.25 1 234 234 1-1 Left Opening 3 0.00 26.00 1 153 153 1-3 Right Opening 1 0.00 47.75 1 300 300 1-3 Left Opening 2 0.00 52.50 1 87 87 1-3 Right Opening 2 0.00 55.50 1 192 192 1-3 Left Opening 3 0.00 65.50 1 622 622 Line A A-1 Left Opening 1 3.00 0.00 1 594 594 A-1 Right Opening 1 9.00 0.00 1 860 860 A-2 Left Opening 1 16.25 2.00 1 1354 1354 A-2 Right Opening 1 22.25 2.00 1 100 100 A-2 Right Wall End 26.00 2.00 1 1055 1055 A-3 Left Wall End 33.50 0.00 1 762 762 Line K K-1 Left Opening 1 3.00 74.00 1 563 563 K-1 Right Opening 1 9.00 74.00 1 816 816 K-2 Left Opening 1 16.25 72.00 1 1284 1284 K-2 Right Opening 1 22.25 72.00 1 95 95 K-2 Right Wall End 26.00 72.00 1 1000 1000 K-3 Left Wall End 33.50 74.00 1 723 723 Level 2 Drag Strut Line- Position on Wall Location [ft]Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 -2.00 11.75 1 137 137 1-1 Right Opening 1 -2.00 17.75 1 391 391 1-2 Left Opening 1 2.00 31.50 1 92 92 1-2 Right Opening 1 2.00 34.50 1 135 135 1-2 Left Opening 2 2.00 39.50 1 63 63 1-2 Right Opening 2 2.00 42.50 1 163 163 1-3 Left Opening 1 -2.00 56.25 1 320 320 1-3 Right Opening 1 -2.00 62.25 1 208 208 Line 5 5-2 Left Opening 1 38.50 22.75 1 146 146 5-2 Right Opening 1 38.50 25.75 1 132 132 5-2 Left Opening 2 38.50 48.50 1 72 72 5-2 Right Opening 2 38.50 51.50 1 206 206 Line A A-1 Left Opening 1 16.25 2.00 1 55 55 A-1 Right Opening 1 22.25 2.00 1 36 36 Line B B-1 Left Opening 1 1.75 6.75 1 1191 1191 B-1 Right Opening 1 7.75 6.75 1 398 398 B-1 Right Wall End 12.00 6.75 1 2003 2003 Line J J-1 Left Opening 1 1.75 67.25 1 1107 1107 J-1 Right Opening 1 7.75 67.25 1 370 370 J-1 Right Wall End 12.00 67.25 1 1862 1862 Line K K-1 Left Opening 1 16.25 72.00 1 56 56 K-1 Right Opening 1 22.25 72.00 1 37 37 Level 3 Drag Strut Line- Position on Wall Location [ft]Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 2 2-1 Left Opening 1 12.00 28.50 1 329 329 2-1 Right Opening 1 12.00 34.50 1 122 122 2-1 Left Opening 2 12.00 39.50 1 122 122 2-1 Right Opening 2 12.00 45.50 1 329 329 Line C C-1 Left Opening 1 17.00 21.75 1 221 221 C-1 Right Opening 1 18.50 21.75 1 18 18 C-1 Left Opening 2 22.25 21.75 1 20 20 C-1 Right Opening 2 23.75 21.75 1 219 219 C-1 Left Opening 3 27.50 21.75 1 181 181 11 Page 39 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 DRAG STRUT FORCES (flexible wind design, continued) C-1 Right Opening 3 29.00 21.75 1 420 420 Line I I-1 Left Opening 1 17.00 52.25 1 221 221 I-1 Right Opening 1 18.50 52.25 1 18 18 I-1 Left Opening 2 22.25 52.25 1 20 20 I-1 Right Opening 2 23.75 52.25 1 219 219 I-1 Left Opening 3 27.50 52.25 1 181 181 I-1 Right Opening 3 29.00 52.25 1 420 420 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 12 Page 40 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs] [lbs][sq.ft]E-W N-S E-W N-S 3 61131 808.3 11608 11608 11608 11608 2 53296 2404.4 6979 6979 8883 8883 1 62439 2576.3 4088 4088 10407 10407 All 176866 - 22675 22675 - - Legend: Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. 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 = 0.83; Ev = 0.167 D unfactored; 0.117 D factored; total dead load factor: 0.6 - 0.117 = 0.483 tension, 1.0 + 0.117 = 1.117 compression. 13 Page 41 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 5573 - - - - - - 9429 - Wall 1-1 4 Both 120.7 177.3 1207 - 1.0 - 300 0.68 204 2043 0.59 Wall 1-2 4 Both 140.4 177.3 3158 - 1.0 - 300 0.79 237 5344 0.59 Wall 1-3 4 Both 120.7 177.3 1207 - 1.0 - 300 0.68 204 2043 0.59 Level 1 Ln1, Lev1 - Both - - 6919 - - - - - - 9781 - Wall 1-1 4 Both 175.2 212.2 2584 - 1.0 - 300 0.83 248 3653 0.71 Wall 1-2 4 Both 212.2 212.2 1751 - 1.0 - 300 1.00 300 2475 0.71 Wall 1-3 4 Both 175.2 212.2 2584 - 1.0 - 300 0.83 248 3653 0.71 Line 2 Level 3 Ln2, Lev3 - Both - - 4950 - - - - - - 5550 - Wall 2-1 4^Both - - 4950 - 1.0 - 300 - - 5550 - Seg. 1 - Both 267.6 - 1806 - 1.0 - 300 - 300 2025 0.89 Seg. 2 - Both 267.6 - 1338 - 1.0 - 300 - 300 1500 0.89 Seg. 3 - Both 267.6 - 1806 - 1.0 - 300 - 300 2025 0.89 Line 5 Ln5, Lev3 2 Both 104.1 - 3175 - 1.0 - 200 - 200 6100 0.52 Level 2 Ln5, Lev2 - Both - - 7438 - - - - - - 14077 - Wall 5-1 4 Both 154.1 154.1 1772 - 1.0 - 300 1.00 300 3450 0.51 Wall 5-2 4 Both 139.4 162.6 3932 - 1.0 - 300 0.86 257 7252 0.54 Wall 5-3 4 Both 154.1 154.1 1734 - 1.0 - 300 1.00 300 3375 0.51 Level 1 Ln5, Lev1 - Both - - 8953 - - - - - - 12489 - Wall 5-1 2^Both 143.4 - 2760 - 1.0 - 200 - 200 3850 0.72 Wall 5-2 2^Both 103.6 - 337 - .72 - 200 - 144 469 0.72 Wall 5-3 2 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 5-4 2^Both 143.4 - 2796 - 1.0 - 200 - 200 3900 0.72 Wall 5-5 2 Both 0.0 - 0 - 1.0 - 200 - - - - Wall 5-6 2^Both 103.6 - 337 - .72 - 200 - 144 469 0.72 Wall 5-7 2^Both 143.4 - 2724 - 1.0 - 200 - 200 3800 0.72 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 117 - - - - - - 1428 - Wall A-1 2 Both - - 117 - 1.0 - 200 - - 1428 - Seg. 1 - Both 15.5 - 66 - .94 - 189 - 189 803 0.08 Seg. 2 - Both 13.7 - 51 - .83 - 167 - 167 625 0.08 Level 1 LnA, Lev1 - Both - - 3616 - - - - - - 6878 - Wall A-1 1 Both - - 1072 - 1.0 - 510 - - 2040 - Seg. 1 - Both 178.7 - 536 - .67 - 340 - 340 1020 0.53 Seg. 2 - Both 178.7 - 536 - .67 - 340 - 340 1020 0.53 Wall A-2 1 Both - - 1914 - 1.0 - 510 - - 3641 - Seg. 1 - Both 253.2 - 1076 - .94 - 482 - 482 2047 0.53 Seg. 2 - Both 223.4 - 838 - .83 - 425 - 425 1594 0.53 Wall A-3 1 Both 193.6 - 629 - .72 - 510 - 368 1197 0.53 Line B Level 2 LnB, Lev2 - Both - - 3201 - - - - - - 3700 - Wall B-1 3 Both - - 2409 - 1.0 - 390 - - 2784 - Seg. 1 - Both 281.2 - 1054 - .83 - 325 - 325 1219 0.87 Seg. 2 - Both 318.7 - 1354 - .94 - 368 - 368 1565 0.87 Wall B-2 2 Both 0.0 - 0 - 1.0 - 200 - - - - Wall B-3 3 Both 243.7 - 792 - .72 - 390 - 282 915 0.87 Line C Level 3 LnC, Lev3 4 Both 147.5 171.9 3062 - 1.0 - 300 0.86 257 5343 0.57 Line F LnF, Lev3 - Both - - 2014 - - - - - - 10600 - Wall F-1 2 Both 38.0 - 1007 - 1.0 - 200 - 200 5300 0.19 Wall F-2 2 Both 38.0 - 1007 - 1.0 - 200 - 200 5300 0.19 Level 2 LnF, Lev2 - Both - - 7105 - - - - - - 14600 - Wall F-1 2 Both 97.3 - 3552 - 1.0 - 200 - 200 7300 0.49 14 Page 42 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 SHEAR RESULTS (flexible seismic design, continued) Wall F-2 2 Both 97.3 - 3552 - 1.0 - 200 - 200 7300 0.49 Level 1 LnF, Lev1 - Both - - 9517 - - - - - - 14600 - Wall F-1 2 Both 130.4 - 4758 - 1.0 - 200 - 200 7300 0.65 Wall F-2 2 Both 130.4 - 4758 - 1.0 - 200 - 200 7300 0.65 Line I Level 3 LnI, Lev3 4 Both 147.0 171.3 3050 - 1.0 - 300 0.86 257 5343 0.57 Line J Level 2 LnJ, Lev2 - Both - - 2470 - - - - - - 3700 - Wall J-1 3 Both - - 1859 - 1.0 - 390 - - 2784 - Seg. 1 - Both 217.0 - 814 - .83 - 325 - 325 1219 0.67 Seg. 2 - Both 245.9 - 1045 - .94 - 368 - 368 1565 0.67 Wall J-2 2 Both 0.0 - 0 - 1.0 - 200 - - - - Wall J-3 3 Both 188.1 - 611 - .72 - 390 - 282 915 0.67 Line K LnK, Lev2 - Both - - 117 - - - - - - 1428 - Wall K-1 2 Both - - 117 - 1.0 - 200 - - 1428 - Seg. 1 - Both 15.5 - 66 - .94 - 189 - 189 803 0.08 Seg. 2 - Both 13.7 - 51 - .83 - 167 - 167 625 0.08 Level 1 LnK, Lev1 - Both - - 2740 - - - - - - 6878 - Wall K-1 1 Both - - 813 - 1.0 - 510 - - 2040 - Seg. 1 - Both 135.5 - 406 - .67 - 340 - 340 1020 0.40 Seg. 2 - Both 135.5 - 406 - .67 - 340 - 340 1020 0.40 Wall K-2 1 Both - - 1450 - 1.0 - 510 - - 3641 - Seg. 1 - Both 191.9 - 816 - .94 - 482 - 482 2047 0.40 Seg. 2 - Both 169.3 - 635 - .83 - 425 - 425 1594 0.40 Wall K-3 1 Both 146.7 - 477 - .72 - 510 - 368 1197 0.40 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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 criterior 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. 15 Page 43 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Tensile ASD Line-Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 127 1-1 I Op 1 0.00 2.13 37 496 V Elem -2.00 6.88 1637 119 23 1541 Refer to upper level 1-1 I Op 1 0.00 8.38 1943 1427 278 1022 STHD10 (6" 2640 0.39 1-1 I Op 2 0.00 18.00 266 266 1-1 I Op 2 0.00 21.25 266 266 V Elem -2.00 22.63 1637 0 1637 Refer to upper level V Elem -2.00 22.88 1614 1614 Refer to upper level 1-1 R End 0.00 25.88 1943 1340 260 1390 STHD10 (6" 2640 0.53 1-2 I Op 1 0.00 32.00 449 381 1-1 R End 0.00 32.62 42 1-2 L End 2.00 32.88 1970 465 90 1595 STHD10 (6" 2640 0.60 1-2 R End 2.00 40.88 1970 465 90 1595 STHD10 (6" 2640 0.60 1-3 L End 0.00 41.13 42 1-2 I Op 3 0.00 41.50 410 381 1-2 I Op 3 0.00 47.75 1943 1340 260 1385 V Elem -2.00 51.13 1614 1614 Refer to upper level V Elem -2.00 51.38 1637 1637 Refer to upper level 1-3 I Op 1 0.00 52.25 266 266 1-3 I Op 1 0.00 55.50 266 266 1-3 I Op 2 0.00 65.38 1943 1340 260 1124 STHD10 (6" 2640 0.43 V Elem -2.00 67.12 1637 1637 Refer to upper level 1-3 I Op 2 0.00 71.50 50 479 1-3 R End 0.00 73.88 141 Line 2 V Elem 12.00 21.88 2501 462 90 2129 Refer to upper level V Elem 12.00 28.38 2501 872 170 1798 Refer to upper level V Elem 12.00 34.63 2535 752 146 1929 Refer to upper level V Elem 12.00 39.38 2535 752 146 1929 Refer to upper level V Elem 12.00 45.63 2501 872 170 1798 Refer to upper level V Elem 12.00 52.13 2501 462 90 2129 Refer to upper level Line 5 5-1 L End 36.75 0.12 1307 1086 211 433 STHD10 (6" 2640 0.16 V Elem 38.50 7.88 1418 545 106 979 Refer to upper level 5-1 R End 36.75 19.12 2725 1631 317 1412 STHD10 (6" 2640 0.53 5-2 L End 38.50 19.38 2486 3296 V Elem 38.50 21.88 945 1400 Refer to upper level 5-2 R End 38.50 22.38 1010 244 47 813 Limit With 900 0.90 5-3 L End 36.75 22.63 128 5-3 L Op 1 36.75 23.63 435 5-3 R Op 1 36.75 26.88 358 5-3 R End 36.75 27.13 51 5-4 L End 38.50 27.38 1307 1995 5-4 R End 38.50 46.63 1307 1995 5-5 L End 36.75 46.88 51 5-5 L Op 1 36.75 47.13 358 5-5 R Op 1 36.75 50.38 460 5-5 R End 36.75 51.63 153 5-6 L End 38.50 51.88 1010 226 44 828 Limit With 900 0.92 V Elem 38.50 52.13 945 1400 Refer to upper level 5-6 R End 38.50 54.88 2486 3272 5-7 L End 36.75 55.13 2726 1605 312 1434 STHD10 (6" 2640 0.54 V Elem 38.50 66.13 1419 533 104 989 Refer to upper level 5-7 R End 36.75 73.88 1308 1072 208 444 STHD10 (6" 2640 0.17 Line A A-1 L End 0.12 0.00 1755 106 21 1669 STHD14 (6" 5150 0.32 A-1 L Op 1 2.88 0.00 1755 319 62 1498 STHD14 (6" 5150 0.29 A-1 R Op 1 9.13 0.00 1755 319 62 1498 STHD14 (6" 5150 0.29 A-1 R End 11.88 0.00 1755 106 21 1669 STHD14 (6" 5150 0.32 A-2 L End 12.13 2.00 2570 150 29 2449 HDU8-SDS2. 7870 0.31 A-2 L Op 1 16.13 2.00 2570 363 71 2278 HDU8-SDS2. 7870 0.29 A-2 R Op 1 22.38 2.00 2287 345 67 2009 HDU8-SDS2. 7870 0.26 A-2 R End 25.88 2.00 2287 133 26 2180 HDU8-SDS2. 7870 0.28 A-3 L End 33.63 0.00 1888 115 22 1795 STHD14 (6" 5150 0.35 A-3 R End 36.63 0.00 1888 115 22 1795 STHD14 (6" 5150 0.35 Line B V Elem -1.87 6.75 2711 290 56 2478 Refer to upper level V Elem 1.63 6.75 2711 755 147 2103 Refer to upper level V Elem 7.88 6.75 3047 793 154 2408 Refer to upper level V Elem 11.88 6.75 3047 749 146 2444 Refer to upper level V Elem 26.13 6.75 58 Refer to upper level 16 Page 44 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 HOLD-DOWN DESIGN (flexible seismic design, continued) V Elem 26.63 6.75 522 Refer to upper level V Elem 32.88 6.75 522 Refer to upper level V Elem 33.38 6.75 58 Refer to upper level V Elem 33.63 6.75 2376 252 49 2173 Refer to upper level V Elem 36.63 6.75 2376 252 49 2173 Refer to upper level Line C V Elem 12.13 21.75 1565 3124 Refer to upper level C-2 L End 36.88 19.25 619 V Elem 38.38 21.75 1565 1565 Refer to upper level C-2 R End 38.38 19.25 3743 Line F F-2 L End 2.13 36.75 4127 5957 V Elem 12.13 36.75 690 4102 Refer to upper level F-1 R End 38.38 36.75 4817 14554 Line I V Elem 12.13 52.25 1559 3124 Refer to upper level I-2 L End 36.88 55.00 619 V Elem 38.38 52.25 1559 1559 Refer to upper level I-2 R End 38.38 55.00 3743 Line J V Elem -1.87 66.25 2093 290 56 1859 Refer to upper level V Elem 1.63 66.25 2093 755 147 1485 Refer to upper level V Elem 7.88 66.25 2352 793 154 1713 Refer to upper level V Elem 11.88 66.25 2352 329 64 2087 Refer to upper level J-1 L End 26.13 66.25 116 J-1 L Op 1 26.63 66.25 1045 J-1 R Op 1 32.88 66.25 1045 J-1 R End 33.38 66.25 116 V Elem 33.63 66.25 1834 252 49 1631 Refer to upper level V Elem 36.63 66.25 1834 252 49 1631 Refer to upper level Line K K-1 L End 0.12 74.00 1330 106 21 1244 STHD14 (6" 5150 0.24 K-1 L Op 1 2.88 74.00 1330 319 62 1073 STHD14 (6" 5150 0.21 K-1 R Op 1 9.13 74.00 1330 319 62 1073 STHD14 (6" 5150 0.21 K-1 R End 11.88 74.00 1330 106 21 1244 STHD14 (6" 5150 0.24 K-2 L End 12.13 72.00 1984 150 29 1862 HDU8-SDS2. 7870 0.24 K-2 L Op 1 16.13 72.00 1984 363 71 1691 HDU8-SDS2. 7870 0.21 K-2 R Op 1 22.38 72.00 1765 345 67 1487 HDU8-SDS2. 7870 0.19 K-2 R End 25.88 72.00 1765 133 26 1658 HDU8-SDS2. 7870 0.21 K-3 L End 33.63 74.00 1431 115 22 1338 STHD14 (6" 5150 0.26 K-3 R End 36.63 74.00 1431 115 22 1338 STHD14 (6" 5150 0.26 Level 2 Tensile ASD Line-Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End -2.00 6.88 1637 119 23 1541 MST37 2710 0.57 1-1 R End -2.00 22.63 1637 0 1637 MST37 2710 0.60 1-2 L End 2.00 22.88 1614 1614 MST37 2710 0.60 1-2 R End 2.00 51.13 1614 1614 MST37 2710 0.60 1-3 L End -2.00 51.38 1637 1637 MST37 2710 0.60 1-3 R End -2.00 67.12 1637 1637 MST37 2710 0.60 Line 2 V Elem 12.00 21.88 2501 462 90 2129 Refer to upper level V Elem 12.00 28.38 2501 872 170 1798 Refer to upper level V Elem 12.00 34.63 2535 752 146 1929 Refer to upper level V Elem 12.00 39.38 2535 752 146 1929 Refer to upper level V Elem 12.00 45.63 2501 872 170 1798 Refer to upper level V Elem 12.00 52.13 2501 462 90 2129 Refer to upper level Line 5 5-1 L End 36.75 7.88 1418 545 106 979 MST37 2710 0.36 5-1 R End 36.75 19.12 1418 545 106 979 MST37 2710 0.36 5-2 L End 38.50 19.38 1476 3104 V Elem 38.50 21.88 945 1400 Refer to upper level V Elem 38.50 52.13 945 1400 Refer to upper level 5-2 R End 38.50 54.88 1476 3085 5-3 L End 36.75 55.13 1419 533 104 989 MST37 2710 0.36 5-3 R End 36.75 66.13 1419 533 104 989 MST37 2710 0.36 Line A A-1 L End 12.13 2.00 149 149 Limit With 900 0.17 A-1 L Op 1 16.13 2.00 149 149 Limit With 900 0.17 A-1 R Op 1 22.38 2.00 132 132 Limit With 900 0.15 A-1 R End 25.88 2.00 132 132 Limit With 900 0.15 Line B B-1 L End -1.87 6.75 2711 290 56 2478 MST48 4205 0.59 B-1 L Op 1 1.63 6.75 2711 755 147 2103 MST48 4205 0.50 17 Page 45 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 HOLD-DOWN DESIGN (flexible seismic design, continued) B-1 R Op 1 7.88 6.75 3047 793 154 2408 MST48 4205 0.57 B-1 R End 11.88 6.75 3047 749 146 2444 MST48 4205 0.58 B-2 L End 26.13 7.75 58 B-2 L Op 1 26.63 7.75 522 B-2 R Op 1 32.88 7.75 522 B-2 R End 33.38 7.75 58 B-3 L End 33.63 7.75 2376 252 49 2173 MST48 4205 0.52 B-3 R End 36.63 7.75 2376 252 49 2173 MST48 4205 0.52 Line C V Elem 12.13 21.75 1565 3124 Refer to upper level C-2 L End 36.88 19.25 206 V Elem 38.38 21.75 1565 1565 Refer to upper level C-2 R End 38.38 19.25 3331 Line F F-2 L End 2.13 36.75 1764 2978 V Elem 12.13 36.75 690 4102 Refer to upper level F-1 R End 38.38 36.75 2454 9328 Line I V Elem 12.13 52.25 1559 3124 Refer to upper level I-2 L End 36.88 55.00 206 V Elem 38.38 52.25 1559 1559 Refer to upper level I-2 R End 38.38 55.00 3331 Line J J-1 L End -1.87 67.25 2093 290 56 1859 MST48 4205 0.44 J-1 L Op 1 1.63 67.25 2093 755 147 1485 MST48 4205 0.35 J-1 R Op 1 7.88 67.25 2352 793 154 1713 MST48 4205 0.41 J-1 R End 11.88 67.25 2352 329 64 2087 MST48 4205 0.50 J-2 L End 26.13 66.25 58 J-2 L Op 1 26.63 66.25 522 J-2 R Op 1 32.88 66.25 522 J-2 R End 33.38 66.25 58 J-3 L End 33.63 66.25 1834 252 49 1631 MST48 4205 0.39 J-3 R End 36.63 66.25 1834 252 49 1631 MST48 4205 0.39 Line K K-1 L End 12.13 72.00 149 149 Limit With 900 0.17 K-1 L Op 1 16.13 72.00 149 149 Limit With 900 0.17 K-1 R Op 1 22.38 72.00 132 132 Limit With 900 0.15 K-1 R End 25.88 72.00 132 132 Limit With 900 0.15 Level 3 Tensile ASD Line-Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 2 2-1 L End 12.00 21.88 2501 462 90 2129 MST37 2710 0.79 2-1 L Op 1 12.00 28.38 2501 872 170 1798 MST37 2710 0.66 2-1 R Op 1 12.00 34.63 2535 752 146 1929 MST37 2710 0.71 2-1 L Op 2 12.00 39.38 2535 752 146 1929 MST37 2710 0.71 2-1 R Op 2 12.00 45.63 2501 872 170 1798 MST37 2710 0.66 2-1 R End 12.00 52.13 2501 462 90 2129 MST37 2710 0.79 Line 5 5-1 L End 38.50 21.88 945 1400 5-1 R End 38.50 52.13 945 1400 Line C C-1 L End 12.13 21.75 1565 3124 C-1 R End 38.38 21.75 1565 3124 Line F F-2 L End 12.13 36.75 690 4102 F-1 R End 38.38 36.75 690 4102 Line I I-1 L End 12.13 52.25 1559 3124 I-1 R End 38.38 52.25 1559 3124 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 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 for ASD by 0.60 18 Page 46 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.194 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 for 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: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. 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 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 19 Page 47 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 DRAG STRUT FORCES (flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Opening 1 0.00 8.25 934 934 1-1 Left Opening 2 0.00 18.25 55 55 1-1 Right Opening 2 0.00 21.25 285 285 1-1 Left Opening 3 0.00 26.00 185 185 1-3 Right Opening 1 0.00 47.75 364 364 1-3 Left Opening 2 0.00 52.50 106 106 1-3 Right Opening 2 0.00 55.50 234 234 1-3 Left Opening 3 0.00 65.50 756 756 Line A A-1 Left Opening 1 3.00 0.00 241 241 A-1 Right Opening 1 9.00 0.00 349 349 A-2 Left Opening 1 16.25 2.00 550 550 A-2 Right Opening 1 22.25 2.00 41 41 A-2 Right Wall End 26.00 2.00 428 428 A-3 Left Wall End 33.50 0.00 310 310 Line K K-1 Left Opening 1 3.00 74.00 183 183 K-1 Right Opening 1 9.00 74.00 265 265 K-2 Left Opening 1 16.25 72.00 417 417 K-2 Right Opening 1 22.25 72.00 31 31 K-2 Right Wall End 26.00 72.00 325 325 K-3 Left Wall End 33.50 74.00 235 235 Level 2 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 -2.00 11.75 210 210 1-1 Right Opening 1 -2.00 17.75 602 602 1-2 Left Opening 1 2.00 31.50 142 142 1-2 Right Opening 1 2.00 34.50 207 207 1-2 Left Opening 2 2.00 39.50 98 98 1-2 Right Opening 2 2.00 42.50 251 251 1-3 Left Opening 1 -2.00 56.25 492 492 1-3 Right Opening 1 -2.00 62.25 320 320 Line 5 5-2 Left Opening 1 38.50 22.75 234 234 5-2 Right Opening 1 38.50 25.75 211 211 5-2 Left Opening 2 38.50 48.50 116 116 5-2 Right Opening 2 38.50 51.50 329 329 Line A A-1 Left Opening 1 16.25 2.00 30 30 A-1 Right Opening 1 22.25 2.00 20 20 Line B B-1 Left Opening 1 1.75 6.75 745 745 B-1 Right Opening 1 7.75 6.75 249 249 B-1 Right Wall End 12.00 6.75 1252 1252 Line J J-1 Left Opening 1 1.75 67.25 575 575 J-1 Right Opening 1 7.75 67.25 192 192 J-1 Right Wall End 12.00 67.25 967 967 Line K K-1 Left Opening 1 16.25 72.00 30 30 K-1 Right Opening 1 22.25 72.00 20 20 Level 3 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 2 2-1 Left Opening 1 12.00 28.50 711 711 2-1 Right Opening 1 12.00 34.50 263 263 2-1 Left Opening 2 12.00 39.50 263 263 2-1 Right Opening 2 12.00 45.50 711 711 Line C C-1 Left Opening 1 17.00 21.75 187 187 C-1 Right Opening 1 18.50 21.75 15 15 C-1 Left Opening 2 22.25 21.75 17 17 C-1 Right Opening 2 23.75 21.75 185 185 C-1 Left Opening 3 27.50 21.75 152 152 20 Page 48 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 DRAG STRUT FORCES (flexible seismic design, continued) C-1 Right Opening 3 29.00 21.75 354 354 Line I I-1 Left Opening 1 17.00 52.25 186 186 I-1 Right Opening 1 18.50 52.25 15 15 I-1 Left Opening 2 22.25 52.25 17 17 I-1 Right Opening 2 23.75 52.25 184 184 I-1 Left Opening 3 27.50 52.25 152 152 I-1 Right Opening 3 29.00 52.25 353 353 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 Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> 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 Page 49 of 97 WoodWorks® Shearwalls Wyndstone Lateral.wsw Oct. 3, 2019 15:54:37 22 Page 50 of 97  EXODUS ENGINEERING, INC. Consulting Engineering Exodus Engineering, Inc. 1321 Grand Ave Centralia, WA 98531 Phone: (360) 345-1566 Luke@exodusengineer.com Ledger Calculation At Breezeway/Deck Worst Case Clear Span = 9’-6” Live Load = 100psf Dead Load = 60psf Concrete = 36.3psf in decking Weight Of Pan & Misc. = 23.7psf 9’-6” / 2 = 4.75’ of decking bearing on ledger 4.75’ (160psf) = 760plf of bearing on ledger ¼”x3” Simpson SDS Screw = 420lbs per screw Screw Spacing = 6” On Center Actual Bearing = 760plf Allowable Bearing Capacity Of Ledger = 840plf Page 51 of 97 Project: Wyndstone Gravity Location: Exterior Footing - No Breezeway Loading page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:50 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 24.0 IN Wide x 8.0 IN Deep Continuous Footing With 8.0 IN Thick x 24.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 12.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2500 40000 3 psf psi psi in FOOTING SIZE Width: Depth: Effective Depth to Top Layer of Steel: W = Depth = d = 24 8 4.25 in in in STEMWALL SIZE Stemwall Width: Stemwall Height: Stemwall Weight: 8 24 150 in in pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Width Required: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Transverse Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Qu = Qe = Wreq = Vu1 = Vc1 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 772 1400 1.1 330 3825 2816 0 0.30 0.02 0.19 0.19 Trans: #4's @ 12.0 in. o.c. 0.19 15 5 psf psf ft lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 2 ft 8 in 8 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = PD = PT = Pu = 648 697 1544 2112 plf plf plf plf LOAD CALCULATOR Live Load Dead Load Tributary Width Roof: Second Floor: First Floor: LL = LL = LL = DL = DL = DL = TA = TA = TA = 25 40 40 15 20 20 19.5 2 2 psf psf psf psf psf psf ft2 ft2 ft2 Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: As(2) = As-reqd = As = 0.38 0.38 Longitudinal: (2) Cont. #4 Bars 0.39 in2 in2 in2 NOTES Page 52 of 97 Project: Wyndstone Gravity Location: Footing - Exterior (Wrost Case) page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:50 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 24.0 IN Wide x 8.0 IN Deep Continuous Footing With 8.0 IN Thick x 18.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 12.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2500 40000 3 psf psi psi in FOOTING SIZE Width: Depth: Effective Depth to Top Layer of Steel: W = Depth = d = 24 8 4.25 in in in STEMWALL SIZE Stemwall Width: Stemwall Height: Stemwall Weight: 8 18 150 in in pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Width Required: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Transverse Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Qu = Qe = Wreq = Vu1 = Vc1 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1379 1400 1.97 610 3825 5202 0 0.30 0.03 0.19 0.19 Trans: #4's @ 12.0 in. o.c. 0.19 15 5 psf psf ft lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 2 ft 8 in 8 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = PD = PT = Pu = 1480 1128 2758 3902 plf plf plf plf LOAD CALCULATOR Live Load Dead Load Tributary Width Roof: Second Floor: First Floor: LL = LL = LL = DL = DL = DL = TA = TA = TA = 25 100 40 15 60 20 2 9.5 12 psf psf psf psf psf psf ft2 ft2 ft2 Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: As(2) = As-reqd = As = 0.38 0.38 Longitudinal: (2) Cont. #4 Bars 0.39 in2 in2 in2 NOTES Page 53 of 97 Project: Wyndstone Gravity Location: Footing - Interior-A page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:51 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2500 40000 3 psf psi psi in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W = L = Depth = d = 3 3 12 8.25 ft ft in in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Steel m = n = bsw = bsl = 4 4 6 6 in in in in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A = Bear = Bear-A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1339 1350 8.93 9.00 17390 99450 3502 22275 53 15035 98381 134888 65588 65588 58028 282369 0.51 0.20 0.86 0.86 #4's @ 7.0 in. o.c. e/w (5) Min. 0.98 15 12.5 psf psf sf sf lb lb lb lb in lb lb lb lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 3 ft 12 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: * Load obtained from Load Tracker. See Summary Report for details. PL = PD = PT = Pu = Wt = 7317 4736 12053 17390 870 lb * lb * lb * lb lb NOTES Page 54 of 97 Project: Wyndstone Gravity Location: Footing - Interior-B page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:51 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2500 40000 3 psf psi psi in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W = L = Depth = d = 3 3 10 6.25 ft ft in in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Steel m = n = bsw = bsl = 4 4 6 6 in in in in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A = Bear = Bear-A = Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1039 1375 6.8 9.00 13376 99450 3437 16875 45 12070 63281 79688 42188 42188 44634 170825 0.41 0.20 0.72 0.72 #4's @ 9.0 in. o.c. e/w (4) Min. 0.79 15 12.5 psf psf sf sf lb lb lb lb in lb lb lb lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 3 ft 10 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing plus soil above footing weight: * Load obtained from Load Tracker. See Summary Report for details. PL = PD = PT = Pu = Wt = 5391 3959 9350 13376 725 lb * lb * lb * lb lb NOTES Page 55 of 97 Project: Wyndstone Gravity Location: Footing - Seperation Wall page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:51 PM Footing [2015 International Building Code(2015 NDS)] Footing Size: 24.0 IN Wide x 8.0 IN Deep Continuous Footing With 10.0 IN Thick x 24.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 12.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = F'c = Fy = c = 1500 2500 40000 3 psf psi psi in FOOTING SIZE Width: Depth: Effective Depth to Top Layer of Steel: W = Depth = d = 24 8 4.25 in in in STEMWALL SIZE Stemwall Width: Stemwall Height: Stemwall Weight: 10 24 150 in in pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Width Required: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Transverse Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Qu = Qe = Wreq = Vu1 = Vc1 = Mu = Mn = a = As(1) = As(2) = As-reqd = As = Ld = Ld-sup = 1107 1400 1.58 352 3825 3135 0 0.30 0.02 0.19 0.19 Trans: #4's @ 12.0 in. o.c. 0.19 15 4 psf psf ft lb lb in-lb in-lb in in2 in2 in2 in2 in in LOADING DIAGRAM 2 ft 8 in 10 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = PD = PT = Pu = 1035 929 2214 3071 plf plf plf plf LOAD CALCULATOR Live Load Dead Load Tributary Width Roof: Second Floor: First Floor: LL = LL = LL = DL = DL = DL = TA = TA = TA = 25 40 40 15 20 20 35 2 2 psf psf psf psf psf psf ft2 ft2 ft2 Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: As(2) = As-reqd = As = 0.38 0.38 Longitudinal: (2) Cont. #4 Bars 0.39 in2 in2 in2 NOTES Page 56 of 97 Project: Wyndstone Gravity Location: R01 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:52 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 10.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 150.2% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.08 0.06 0.14 IN L/1518 in IN L/863 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 313 237 550 0.25 lb lb lb in B 313 237 550 0.25 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 10 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1374 ft-lb 484 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 12.25 3.5 30.91 1374 484 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B10 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 1.5 25 15 1 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 10 6 63 47 110 ft plf plf plf plf NOTES Page 57 of 97 Project: Wyndstone Gravity Location: R02 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:52 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.0 IN x 7.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 121.7% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.07 0.05 0.11 IN L/1253 in IN L/744 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1663 1139 2802 1.23 lb lb lb in B 1663 1139 2802 1.23 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 7 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 4903 ft-lb 2241 lb 2400 1850 265 1800 650 psi psi psi ksi psi Base Values Controlled by: Fb' = Fv' = E' = Fc - ┴' = 2760 305 1800 650 psi psi ksi psi Adjusted 21.32 11.03 68.63 4903 2241 in3 in2 in4 ft-lb lb Req'd 47.25 31.5 212.63 10868 6400 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B7 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 0 0 0 25 15 19 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 7 7 475 325 800 ft plf plf plf plf NOTES Page 58 of 97 Project: Wyndstone Gravity Location: R03 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:52 PM Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 9.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 74.6% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.16 0.11 0.26 IN L/730 in IN L/432 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2434 1684 4118 1.15 lb lb lb in B 2434 1684 4118 1.15 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 9.5 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.75 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 9781 ft-lb 3542 lb 2400 1850 265 1800 650 psi psi psi ksi psi Base Values Controlled by: Fb' = Fv' = E' = Fc - ┴' = 2760 305 1800 650 psi psi ksi psi Adjusted 42.53 17.43 185.81 9781 3542 in3 in2 in4 ft-lb lb Req'd 74.25 49.5 334.13 17078 10057 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 2 25 15 18.5 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 9.5 11 513 355 867 ft plf plf plf plf NOTES Page 59 of 97 Project: Wyndstone Gravity Location: R04 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:53 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 51.3% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.02 0.06 IN L/2027 in IN L/1202 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1350 927 2277 1.04 lb lb lb in B 1350 927 2277 1.04 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.20 Fv = Cd=1.15 E = Fc - ┴ = 3415 ft-lb 1730 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1242 207 1600 625 psi psi ksi psi Adjusted 33 12.54 46.1 3415 1730 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 5166 4468 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 3 25 15 15 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 7 450 309 759 ft plf plf plf plf NOTES Page 60 of 97 Project: Wyndstone Gravity Location: R05 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:53 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 39.7% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.03 0.06 IN L/1871 in IN L/1110 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1463 1002 2465 1.13 lb lb lb in B 1463 1002 2465 1.13 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.20 Fv = Cd=1.15 E = Fc - ┴ = 3697 ft-lb -1873 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1242 207 1600 625 psi psi ksi psi Adjusted 35.72 13.57 49.9 3697 -1873 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 5166 4468 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 2 25 15 17.5 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 7 488 334 822 ft plf plf plf plf NOTES Page 61 of 97 Project: Wyndstone Gravity Location: R06 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:53 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 49.2% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.02 0.06 IN L/1999 in IN L/1186 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1369 939 2308 1.06 lb lb lb in B 1369 939 2308 1.06 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.20 Fv = Cd=1.15 E = Fc - ┴ = 3462 ft-lb 1754 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1242 207 1600 625 psi psi ksi psi Adjusted 33.45 12.71 46.73 3462 1754 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 5166 4468 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 2 25 15 16.3 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 7 456 313 769 ft plf plf plf plf NOTES Page 62 of 97 Project: Wyndstone Gravity Location: R07 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:54 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 7.5 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 90.9% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.06 0.04 0.10 IN L/1499 in IN L/878 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 563 398 961 0.44 lb lb lb in B 563 398 961 0.44 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 7.5 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.75 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1801 ft-lb -807 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 16.06 5.85 30.38 1801 -807 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B7.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 3 25 15 3 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 7.5 6 150 106 256 ft plf plf plf plf NOTES Page 63 of 97 Project: Wyndstone Gravity Location: R08 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:54 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 60.1% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.03 0.02 0.06 IN L/2146 in IN L/1272 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1275 876 2151 0.98 lb lb lb in B 1275 876 2151 0.98 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.20 Fv = Cd=1.15 E = Fc - ┴ = 3227 ft-lb 1635 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1242 207 1600 625 psi psi ksi psi Adjusted 31.18 11.85 43.56 3227 1635 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 5166 4468 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 2 25 15 15 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 7 425 292 717 ft plf plf plf plf NOTES Page 64 of 97 Project: Wyndstone Gravity Location: R09 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:55 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 50.8% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.05 0.03 0.08 IN L/1464 in IN L/867 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 900 620 1520 0.69 lb lb lb in B 900 620 1520 0.69 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 2280 ft-lb 1216 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 20.34 8.81 30.78 2280 1216 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 2 25 15 10 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 6 300 207 507 ft plf plf plf plf NOTES Page 65 of 97 Project: Wyndstone Gravity Location: R10 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:55 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 7.5 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 128.1% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.05 0.04 0.09 IN L/1799 in IN L/1049 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 469 335 804 0.37 lb lb lb in B 469 335 804 0.37 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 7.5 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.75 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1507 ft-lb 675 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 13.44 4.89 25.43 1507 675 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B7.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 3 25 15 2 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 7.5 6 125 89 214 ft plf plf plf plf NOTES Page 66 of 97 Project: Wyndstone Gravity Location: R11 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:55 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 72.0% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.03 0.07 IN L/1673 in IN L/989 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 788 545 1333 0.61 lb lb lb in B 788 545 1333 0.61 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1998 ft-lb -1066 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 17.82 7.72 26.97 1998 -1066 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 3 25 15 7.5 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 6 263 182 444 ft plf plf plf plf NOTES Page 67 of 97 Project: Wyndstone Gravity Location: R12 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:56 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 13.75 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 120.2% Controlling Factor: Deflection CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.13 0.18 0.31 IN L/1223 in IN L/529 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1014 1333 2347 0.96 lb lb lb in B 1014 1333 2347 0.96 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 13.75 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 6.875 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.00 Fv = Cd=1.15 E = Fc - ┴ = 8066 ft-lb -2018 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2994 328 1800 700 psi psi ksi psi Adjusted 32.33 9.24 221.79 8066 -2018 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 20523 9081 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B13.75 ft w ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 1 psf psf ft Side 1 25 15 2.5 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 10 1.5 108 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 88 59 60 15 12 148 194 341 plf plf plf plf plf plf plf plf NOTES Page 68 of 97 Project: Wyndstone Gravity Location: SF01 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:56 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 224.8% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.02 0.02 0.04 IN L/3194 in IN L/1867 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 413 293 706 0.32 lb lb lb in B 413 293 706 0.32 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1059 ft-lb 565 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 9.44 4.09 14.29 1059 565 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 2 25 15 3.5 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 6 138 98 235 ft plf plf plf plf NOTES Page 69 of 97 Project: Wyndstone Gravity Location: SF02 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:56 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 24.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.05 0.09 IN L/1996 in IN L/823 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 660 941 1601 0.73 lb lb lb in B 660 941 1601 0.73 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 6 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.30 Fv = Cd=1.00 E = Fc - ┴ = 2401 ft-lb 1280 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1170 180 1600 625 psi psi ksi psi Adjusted 24.62 10.67 32.4 2401 1280 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 2989 3045 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft w FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 1 108 psf psf ft plf Side 1 60 60 3 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 220 308 6 534 plf plf plf plf NOTES Page 70 of 97 Project: Wyndstone Gravity Location: SF03 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:57 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 24.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.02 IN L/3648 in IN L/2275 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 3000 1811 4811 2.20 lb lb lb in B 3000 1811 4811 2.20 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 3 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.20 Fv = Cd=1.00 E = Fc - ┴ = 3608 ft-lb 2405 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1080 180 1600 625 psi psi ksi psi Adjusted 40.09 20.04 24.35 3608 2405 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 4492 3885 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 100 60 8 0 psf psf ft plf Side 1 100 60 12 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 2000 1200 7 3207 plf plf plf plf NOTES Page 71 of 97 Project: Wyndstone Gravity Location: SF04 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:57 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 76.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.02 IN L/3513 in IN L/2334 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1500 758 2258 1.03 lb lb lb in B 1500 758 2258 1.03 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 3 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.30 Fv = Cd=1.00 E = Fc - ┴ = 1694 ft-lb -1355 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1170 180 1600 625 psi psi ksi psi Adjusted 17.37 11.29 11.43 1694 -1355 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 2989 3045 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 12.5 0 psf psf ft plf Side 1 40 20 12.5 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 1000 500 6 1506 plf plf plf plf NOTES Page 72 of 97 Project: Wyndstone Gravity Location: SF05 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:57 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 5.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 568.5% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.00 0.01 IN L/7503 in IN L/4923 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1250 655 1905 0.78 lb lb lb in B 1250 655 1905 0.78 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 5 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 2382 ft-lb 1181 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 10.98 6.22 23.81 2382 1181 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B5 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 12.5 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 500 250 12 762 plf plf plf plf NOTES Page 73 of 97 Project: Wyndstone Gravity Location: SF06 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:58 PM Multi-Span Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 11.875 IN x 11.0 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 61.1% Controlling Factor: Deflection DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 -0.06 -0.06 -0.12 IN 2L/762 in IN 2L/386 Left 0.12 0.11 0.23 IN L/1126 in IN L/571 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2900 2822 5722 2.18 lb lb lb in B 2008 1954 3962 1.51 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Notch Depth 2 0 2 1.00 0.00 ft ft ft Left 11 0 11 ft ft ft Center MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 5.72 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.00 Fv = Cd=1.15 E = Fc - ┴ = 10533 ft-lb 3577 lb 2900 290 2000 750 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 3339 334 2000 750 psi psi ksi psi Adjusted 37.86 16.09 303.25 10533 3577 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 22888 9241 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B2 ft 11 ft w w ROOF LOADING Live Load Dead Load Tributary Width Side One Tributary Width Side Two RLL = RDL = TW1 = TW2 = 25 15 10 3.5 psf psf ft ft Left 25 15 10 3.5 psf psf ft ft Center FLOOR LOADING Live Load Dead Load Tributary Width Side One Tributary Width Side Two Wall Load FLL = FDL = TW1 = TW2 = WALL = 40 20 1 0 108 psf psf ft ft plf Left 40 20 1 0 108 psf psf ft ft plf Center BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: 338 226 40 20 13 378 367 745 plf plf plf plf plf plf plf plf Left 338 226 40 20 13 378 367 745 plf plf plf plf plf plf plf plf Center NOTES Page 74 of 97 Project: Wyndstone Gravity Location: SF07 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:58 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.0 IN x 6.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 15.0% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.05 0.05 0.09 IN L/1455 in IN L/758 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 974 875 1849 0.81 lb lb lb in B 2784 2498 5282 2.32 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth 6 0 6 1.00 1 0.05 0.00 ft ft ft Center MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Fb_cmpr = Cd=1.00 Fv = Cd=1.00 E = Fc - ┴ = 7230 ft-lb -4838 lb 2400 1850 265 1800 650 psi psi psi ksi psi Base Values Controlled by: Fb' = Fv' = E' = Fc - ┴' = 2400 265 1800 650 psi psi ksi psi Adjusted 36.15 27.39 67.32 7230 -4838 in3 in2 in4 ft-lb lb Req'd 47.25 31.5 212.63 9450 5565 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft TR3 1 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 0 0 7 7 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 2900 2822 4.5 lb lb ft One * * Load obtained from Load Tracker. See Summary Report for details. TRAPEZOIDAL LOADS - CENTER SPAN Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 63 38 63 38 0 6 6 plf plf plf plf ft ft ft One 0 108 0 108 4.5 6 1.5 plf plf plf plf ft ft ft Two 320 80 320 80 4.5 6 1.5 plf plf plf plf ft ft ft Three NOTES Page 75 of 97 Project: Wyndstone Gravity Location: SF08 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:58 PM Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 484.0% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.02 IN L/5856 in IN L/3357 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 225 167 392 0.18 lb lb lb in B 225 167 392 0.18 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor 6 0 0 6 1.15 ft ft ft :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 589 ft-lb 314 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 5.25 2.27 7.95 589 314 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW = WALL = 25 15 1 25 15 2 0 psf psf ft psf psf ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = BSW = wL = wD_adj = wT = 6 6 75 56 131 ft plf plf plf plf NOTES Page 76 of 97 Project: Wyndstone Gravity Location: SF09 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:59 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 325.1% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.00 0.00 0.01 IN L/8895 in IN L/4888 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 593 486 1079 0.49 lb lb lb in B 593 486 1079 0.49 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 3 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 809 ft-lb -647 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 7.21 4.69 5.46 809 -647 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft w ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 2 psf psf ft Side 1 25 15 1 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 2 108 psf psf ft plf Side 1 40 20 6 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 75 50 320 160 6 395 324 719 plf plf plf plf plf plf plf plf NOTES Page 77 of 97 Project: Wyndstone Gravity Location: SF10 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:59 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 9.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 35.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.13 0.12 0.25 IN L/804 in IN L/430 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1800 1567 3367 2.75 lb lb lb in B 1800 1567 3367 2.75 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 9 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.00 Fv = Cd=1.15 E = Fc - ┴ = 7576 ft-lb -2694 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2994 328 1800 700 psi psi ksi psi Adjusted 30.36 12.33 136.34 7576 -2694 in3 in2 in4 ft-lb lb Req'd 41.13 20.78 244.21 10262 4541 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9 ft w ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 7 psf psf ft Side 1 25 15 1 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 5 108 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 200 134 200 100 6 400 348 748 plf plf plf plf plf plf plf plf NOTES Page 78 of 97 Project: Wyndstone Gravity Location: SF11 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:00 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 238.3% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.00 0.01 IN L/6756 in IN L/4473 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 780 398 1178 0.54 lb lb lb in B 780 398 1178 0.54 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 3 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.30 Fv = Cd=1.00 E = Fc - ┴ = 884 ft-lb 707 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1170 180 1600 625 psi psi ksi psi Adjusted 9.06 5.89 5.96 884 707 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 2989 3045 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 13 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 520 260 6 786 plf plf plf plf NOTES Page 79 of 97 Project: Wyndstone Gravity Location: SF12 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:00 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 160.8% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.01 IN L/6006 in IN L/2999 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 878 880 1758 0.80 lb lb lb in B 878 880 1758 0.80 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 3 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1318 ft-lb 1054 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 11.76 7.64 8.9 1318 1054 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft w ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 10 psf psf ft Side 1 25 15 7 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 2 216 psf psf ft plf Side 1 40 20 2 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 425 285 160 80 6 585 587 1172 plf plf plf plf plf plf plf plf NOTES Page 80 of 97 Project: Wyndstone Gravity Location: SF13 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:00 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 13.75 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 210.6% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.11 0.08 0.19 IN L/1479 in IN L/857 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 3716 3107 6823 2.78 lb lb lb in B 669 462 1131 0.46 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Notch Depth 13.75 0 13.75 1.00 0.00 ft ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 5.22 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 4845 ft-lb -2543 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 22.33 13.38 136.84 4845 -2543 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B13.75 ft w 1 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 80 40 12 132 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 3285 2852 0.5 lb lb ft One * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 81 of 97 Project: Wyndstone Gravity Location: SF14 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:01 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 13.75 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 468.9% Controlling Factor: Deflection CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.07 0.05 0.12 IN L/2255 in IN L/1365 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1675 1127 2802 1.14 lb lb lb in B 550 358 908 0.37 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Notch Depth 13.75 0 13.75 1.00 0.00 ft ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 6.88 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 3122 ft-lb 781 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 14.39 4.11 85.85 3122 781 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B13.75 ft w 1 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 80 40 12 132 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 1125 769 0 lb lb ft One * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 82 of 97 Project: Wyndstone Gravity Location: SF15 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:01 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 13.75 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 313.0% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.10 0.06 0.16 IN L/1581 in IN L/1001 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1478 963 2441 1.00 lb lb lb in B 1717 692 2409 0.98 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Notch Depth 13.75 0 13.75 1.00 0.00 ft ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 7.15 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 4075 ft-lb -1912 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 18.78 10.06 117.09 4075 -1912 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B13.75 ft w 1 2 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 80 40 12 132 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 895 609 0.5 lb lb ft One * 1200 330 13 lb lb ft Two * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 83 of 97 Project: Wyndstone Gravity Location: SF16 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:01 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 5.25 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 304.1% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.02 IN L/4878 in IN L/3202 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1918 1054 2972 1.21 lb lb lb in B 3079 1425 4504 1.84 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 5.25 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.625 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 3371 ft-lb -1954 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 15.54 10.29 36.61 3371 -1954 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B5.25 ft 1 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 13 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 520 260 12 792 plf plf plf plf POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 550 358 0.75 lb lb ft One * 1717 692 5 lb lb ft Two * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 84 of 97 Project: Wyndstone Gravity Location: SF17 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:02 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 4.25 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 42.6% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.02 0.01 0.03 IN L/2790 in IN L/1840 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1955 1009 2964 1.36 lb lb lb in B 1955 1009 2964 1.36 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 4.25 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.125 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.20 Fv = Cd=1.00 E = Fc - ┴ = 3150 ft-lb -1897 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1080 180 1600 625 psi psi ksi psi Adjusted 35 15.81 30.11 3150 -1897 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 4492 3885 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B4.25 ft w FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 13 108 psf psf ft plf Side 1 40 10 10 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 920 468 7 1395 plf plf plf plf NOTES Page 85 of 97 Project: Wyndstone Gravity Location: TF01 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:02 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 7.5 FT Pressure Treated #2 - Hem-Fir - Dry Use Section Adequate By: 31.9% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.05 0.09 IN L/2003 in IN L/985 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 675 698 1373 0.97 lb lb lb in B 675 698 1373 0.97 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 7.5 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Hem-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.75 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.20 Ci=0.80 Fv = Cd=1.00 Ci=0.80 E = Ci=0.95 Fc - ┴ = 2574 ft-lb 1098 lb 850 150 1300 405 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 816 120 1235 405 psi psi ksi psi Adjusted 37.85 13.73 56.26 2574 1098 in3 in2 in4 ft-lb lb Req'd 49.91 32.38 230.84 3394 2590 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B7.5 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 60 60 3 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 180 180 6 366 plf plf plf plf NOTES Page 86 of 97 Project: Wyndstone Gravity Location: TF02 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:03 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 24.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.05 0.09 IN L/1996 in IN L/823 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 660 941 1601 0.73 lb lb lb in B 660 941 1601 0.73 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 6 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.30 Fv = Cd=1.00 E = Fc - ┴ = 2401 ft-lb 1280 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1170 180 1600 625 psi psi ksi psi Adjusted 24.62 10.67 32.4 2401 1280 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 2989 3045 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft w FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 1 108 psf psf ft plf Side 1 60 60 3 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 220 308 6 534 plf plf plf plf NOTES Page 87 of 97 Project: Wyndstone Gravity Location: TF03 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:03 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 282.9% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.02 0.03 IN L/MAX in IN L/2531 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 120 401 521 0.24 lb lb lb in B 120 401 521 0.24 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 6 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.30 Fv = Cd=1.00 E = Fc - ┴ = 781 ft-lb 416 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1170 180 1600 625 psi psi ksi psi Adjusted 8.01 3.47 10.54 781 416 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 2989 3045 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft w FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 1 108 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 40 128 6 174 plf plf plf plf NOTES Page 88 of 97 Project: Wyndstone Gravity Location: TF04 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:03 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 5.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 595.9% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.00 0.01 IN L/7816 in IN L/5124 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1200 630 1830 0.75 lb lb lb in B 1200 630 1830 0.75 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 5 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 2288 ft-lb 1135 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 10.55 5.97 22.88 2288 1135 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B5 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 0 0 0 psf psf ft Side 1 0 0 0 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 12 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 0 0 480 240 12 480 252 732 plf plf plf plf plf plf plf plf NOTES Page 89 of 97 Project: Wyndstone Gravity Location: TF05 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:04 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 5.25 IN x 11.875 IN x 13.25 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 35.8% Controlling Factor: Deflection DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.26 0.23 0.49 IN L/614 in IN L/326 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 3502 3136 6638 1.69 lb lb lb in B 4521 3671 8192 2.08 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 13.25 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 6.625 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.00 Fv = Cd=1.15 E = Fc - ┴ = 22456 ft-lb -7282 lb 2900 290 2000 750 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 3339 334 2000 750 psi psi ksi psi Adjusted 80.71 32.75 539.42 22456 -7282 in3 in2 in4 ft-lb lb Req'd 123.39 62.34 732.62 34332 13861 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B13.25 ft w 1 ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 9 psf psf ft Side 1 25 15 10 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 1 108 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 475 319 40 20 19 515 466 981 plf plf plf plf plf plf plf plf POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 1200 630 12.25 lb lb ft One * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 90 of 97 Project: Wyndstone Gravity Location: TF06 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:04 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 110.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.03 IN L/3312 in IN L/1815 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 895 739 1634 0.75 lb lb lb in B 895 739 1634 0.75 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 4 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1634 ft-lb 1143 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 14.57 8.29 14.7 1634 1143 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B4 ft w ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 5 psf psf ft Side 1 25 15 2.5 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 6.5 108 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 188 126 260 130 6 448 369 817 plf plf plf plf plf plf plf plf NOTES Page 91 of 97 Project: Wyndstone Gravity Location: TF07 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:04 PM Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 54.0% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.00 0.01 IN L/6717 in IN L/3564 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 367 320 687 0.31 lb lb lb in B 3285 2933 6218 2.84 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth 3 0 6 1.00 1.15 0.00 ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 1543 ft-lb -2274 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 13.76 16.48 7.48 1543 -2274 in3 in2 in4 ft-lb lb Req'd 30.66 25.38 111.15 3438 3502 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft 1 ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width RLL = RDL = RTW = 25 15 1 psf psf ft Side 1 25 15 1 psf psf ft Side 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 0 0 0 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = 50 34 0 0 6 50 39 89 plf plf plf plf plf plf plf plf POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 3502 3136 2.75 lb lb ft One * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 92 of 97 Project: Wyndstone Gravity Location: TF08 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:05 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 5.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 568.5% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.00 0.01 IN L/7503 in IN L/4923 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1250 655 1905 0.78 lb lb lb in B 1250 655 1905 0.78 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 5 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 2382 ft-lb 1181 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 10.98 6.22 23.81 2382 1181 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B5 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 12.5 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 500 250 12 762 plf plf plf plf NOTES Page 93 of 97 Project: Wyndstone Gravity Location: TF09 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:05 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 6.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 795.8% Controlling Factor: Shear CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.01 0.01 0.01 IN L/7754 in IN L/5024 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 840 456 1296 0.53 lb lb lb in B 840 456 1296 0.53 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Notch Depth 6 0 1.00 0.00 ft ft Center MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Fv = Cd=1.00 E = Fc - ┴ = 1945 ft-lb -882 lb 2600 285 1800 700 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 2603 285 1800 700 psi psi ksi psi Adjusted 8.96 4.64 23.33 1945 -882 in3 in2 in4 ft-lb lb Req'd 82.26 41.56 488.41 17846 7897 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 40 20 7 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 280 140 12 432 plf plf plf plf NOTES Page 94 of 97 Project: Wyndstone Gravity Location: TF10 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:06 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 9.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 135.6% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.11 0.05 0.16 IN L/1031 in IN L/720 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1400 692 2092 0.59 lb lb lb in B 2300 834 3134 0.88 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth 9.5 0 1.00 1 0.05 0.00 ft ft Center MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.75 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Fb_cmpr = Cd=1.00 Fv = Cd=1.00 E = Fc - ┴ = 6304 ft-lb -2219 lb 2400 1850 265 1800 650 psi psi psi ksi psi Base Values Controlled by: Fb' = Fv' = E' = Fc - ┴' = 2400 265 1800 650 psi psi ksi psi Adjusted 31.52 12.56 116.67 6304 -2219 in3 in2 in4 ft-lb lb Req'd 74.25 49.5 334.13 14850 8745 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9.5 ft 1 2 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 100 60 2 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 200 120 11 331 plf plf plf plf POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 900 142 5 lb lb ft One * 900 142 9.25 lb lb ft Two * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 95 of 97 Project: Wyndstone Gravity Location: Breezeway Stringers (2nd & 3rd Floors) page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:50:50 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 9.0 FT Pressure Treated #2 - Hem-Fir - Dry Use Section Adequate By: 122.7% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.04 0.01 0.05 IN L/2495 in IN L/2155 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 900 142 1042 0.47 lb lb lb in B 900 142 1042 0.47 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Notch Depth 9 0 9 1.00 0.00 ft ft ft Center MATERIAL PROPERTIES #2 - Hem-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.00 CF=1.00 Ci=0.80 Fv = Cd=1.00 Ci=0.80 E = Ci=0.95 Fc - ┴ = 2344 ft-lb 834 lb 675 140 1100 405 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 540 112 1045 405 psi psi ksi psi Adjusted 52.1 11.16 94.16 2344 834 in3 in2 in4 ft-lb lb Req'd 116.02 61.88 652.59 5221 4620 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9 ft w UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 200 20 12 232 plf plf plf plf Center NOTES Page 96 of 97 Project: Wyndstone Gravity Location: TF11 page of Exodus Engineering 1321 Grand Ave Centralia, WA 98531 StruCalc Version 10.0.1.6 10/30/2019 3:51:06 PM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 9.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 66.1% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 0.16 0.06 0.22 IN L/710 in IN L/527 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2750 905 3655 1.02 lb lb lb in B 2750 905 3655 1.02 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth 9.5 0 1.00 1 0.06 0.00 ft ft Center MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.75 ft from left support Created by combining all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Fb_cmpr = Cd=1.00 Fv = Cd=1.00 E = Fc - ┴ = 8941 ft-lb -2740 lb 2400 1850 265 1800 650 psi psi psi ksi psi Base Values Controlled by: Fb' = Fv' = E' = Fc - ┴' = 2400 265 1800 650 psi psi ksi psi Adjusted 44.71 15.51 169.44 8941 -2740 in3 in2 in4 ft-lb lb Req'd 74.25 49.5 334.13 14850 8745 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9.5 ft 1 23 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = 100 60 2 0 psf psf ft plf Side 1 0 0 0 psf psf ft Side 2 BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 200 120 11 331 plf plf plf plf POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 1800 284 4.75 lb lb ft One * 900 142 9.25 lb lb ft Two * 900 142 0.25 lb lb ft Three * * Load obtained from Load Tracker. See Summary Report for details. NOTES Page 97 of 97