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Structural Calcs 04132017 Approved  EXODUS ENGINEERING, INC. Consulting Engineering Exodus Engineering, Inc. 1286 NW Maryland Ave Chehalis, WA 98532 Phone: (360) 345-1566 Luke@exodusengineer.com DESIGN CRITERIA SUMMARY SCOPE OF ENGINEERING : Engineering analyses and design to resist lateral & gravity l oads in accordance with the 2 015 IBC for the structure proposed on the cover have been incorporated into stamped “S” sheets. All pertinent calculations are included in this engineering packet that follows. Engineering criteria are listed below. DESIGN LOADING : Building Code 2015 IBC Seismic Design Category D S s 1.25 S 1 0.50 S ds 0 .83 “R” 6 .5 Site Class D Basic Wind Speed 110 mph (Ult) 8 5 mph (asd) Exposure Category B LIVE LOADS (psf) U.N.O. Floor 40 Ground Snow 30 Roof Snow 25 DEAD LOADS (psf) U.N.O. Floor 10 Roof 25 (Tile Roof) SOILS CRITERIA : Geotechnical Engineer N/A Allowable Soil Bearing 1,500 PSF U.N.O. Bearing Depth 1’-0” Surcharge n/a WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.0.1Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:53 0'15'30'45'60' 0' 15' 30' 45' 60' D-1 5-1B-21-1A-1 2-1C-1 3-1B-1 4-1D-3D-2 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.0.1 Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 Project Information COMPANY AND PROJECT INFORMATION Company Project Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 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% dry 10% dry Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) - 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 0.153s 0.153s Approximate Ta 0.153s 0.153s Maximum T 0.215s 0.215s 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 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 9.00 0.0 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 6 12 Y 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 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 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 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 Loads DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft]Start End Start End B 1 Line 28.00 52.00 108.0 D 1 Line 0.00 52.00 483.0 D 1 Point 38.00 38.00 50 5 1 Line 3.50 51.50 190.0 3 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 1 Ln1, Lev1 1 S->N 47.7 - 2454 - 1.0 - 280 - 280 14420 0.17 1 N->S 51.5 - 2654 - 1.0 - 280 - 280 14420 0.18 Line 5 Ln5, Lev1 - S->N - - 2431 - - - - - - 9520 - - N->S - - 2478 - - - - - - 9520 - Wall 5-1 1 S->N 71.5 - 2431 - 1.0 - 280 - 280 9520 0.26 1 N->S 72.9 - 2478 - 1.0 - 280 - 280 9520 0.26 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 1 LnA, Lev1 - Both - - 154 - - - - - - 1120 - Wall A-1 1 Both 25.7 - 154 - .67 - 187 - 187 1120 0.14 Line B LnB, Lev1 - Both - - 2795 - - - - - - 5673 - Wall B-1 2 Both 268.5 330.5 1570 - 1.0 - 714 0.81 580 3392 0.46 Wall B-2 2 Both 281.7 383.2 1225 - 1.0 - 714 0.73 525 2281 0.54 Line D LnD, Lev1 - Both - - 2123 - - - - - - 6510 - Wall D-3 3 Both 136.9 - 2123 - 1.0 - 420 - 420 6510 0.33 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 = ASD factored shear force per unit FHS for critical wall segment 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. Asp/Cub – Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. 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 or wall. Crit Resp – Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "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. 5 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 1 431 431 Limit With 900 0.48 1-1 R End 0.00 51.38 1 466 466 Limit With 900 0.52 Line 5 5-1 L End 52.00 3.63 1 681 257 425 Limit With 900 0.47 5-1 L Op 1 52.00 7.88 1 695 542 153 Limit With 900 0.17 5-1 R Op 1 52.00 13.13 1 656 1040 5-1 L Op 2 52.00 26.13 1 669 983 5-1 R Op 2 52.00 30.38 1 658 855 5-1 L Op 3 52.00 41.13 1 671 912 5-1 R Op 3 52.00 46.38 1 676 584 91 Limit With 900 0.10 5-1 R End 52.00 51.38 1 689 299 390 Limit With 900 0.43 Line A A-1 L End 0.12 0.00 1 253 253 Limit With 900 0.28 A-1 L Op 1 2.88 0.00 1 253 253 Limit With 900 0.28 A-1 R Op 1 17.13 0.00 1 253 253 Limit With 900 0.28 A-1 R End 19.88 0.00 1 253 253 Limit With 900 0.28 Line B B-1 L End 28.13 7.25 1 3081 365 2716 HDU5-SDS2.5645 0.48 B-1 R End 39.13 7.25 1 3081 365 2716 HDU5-SDS2.5645 0.48 B-2 L End 39.38 3.50 1 3593 413 3180 HDU5-SDS2.5645 0.56 B-2 R End 51.88 3.50 1 3593 413 3180 HDU5-SDS2.5645 0.56 Line D D-1 L End 0.12 51.50 1 362 D-1 L Op 1 2.38 51.50 1 978 D-1 R Op 1 6.88 51.50 1 978 D-1 R End 9.13 51.50 1 362 D-2 L End 9.38 51.50 1 1485 D-2 R End 19.38 51.50 1 1485 D-3 L End 19.63 51.50 1 290 D-3 L Op 3 21.38 51.50 1 1594 D-3 R Op 1 30.63 51.50 1 1275 2391 D-3 L Op 2 37.88 51.50 1 1275 1435 D-3 R Op 2 40.12 51.50 1 1272 1451 D-3 L Op 3 47.88 51.50 1 1272 1449 D-3 R Op 3 50.13 51.50 1 580 D-3 R End 51.88 51.50 1 290 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. 6 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 5 5-1 Left Opening 1 52.00 8.00 1 94 96 5-1 Right Opening 1 52.00 13.00 1 159 162 5-1 Left Opening 2 52.00 26.25 1 117 119 5-1 Right Opening 2 52.00 30.25 1 86 87 5-1 Left Opening 3 52.00 41.25 1 144 147 5-1 Right Opening 3 52.00 46.25 1 109 112 Line A A-1 Left Opening 1 3.00 0.00 1 54 54 A-1 Right Opening 1 17.00 0.00 1 54 54 Line B B-1 Left Opening 1 31.50 7.25 1 398 398 B-1 Right Opening 1 35.50 7.25 1 175 175 B-2 Left Opening 1 42.25 3.50 1 611 611 B-2 Right Opening 1 48.75 3.50 1 418 418 Line D D-3 Right Opening 1 30.50 51.50 1 1245 1245 D-3 Left Opening 2 38.00 51.50 1 524 524 D-3 Right Opening 2 40.00 51.50 1 606 606 D-3 Left Opening 3 48.00 51.50 1 163 163 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 7 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 1 82314 2437.8 10553 10553 13719 13719 All 82314 - 10553 10553 - - 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. 8 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 1 Ln1, Lev1 1 Both 73.2 - 3772 - 1.0 - 200 - 200 10300 0.37 Line 5 Ln5, Lev1 - Both - - 3615 - - - - - - 6800 - Wall 5-1 1^Both 106.3 - 3615 - 1.0 - 200 - 200 6800 0.53 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 1 LnA, Lev1 - Both - - 398 - - - - - - 800 - Wall A-1 1 Both 66.4 - 398 - .67 - 133 - 133 800 0.50 Line B LnB, Lev1 - Both - - 3572 - - - - - - 4052 - Wall B-1 2^Both 343.2 422.5 2007 - 1.0 - 510 0.81 414 2423 0.83 Wall B-2 2^Both 360.0 489.9 1565 - 1.0 - 510 0.73 375 1630 0.96 Line D LnD, Lev1 - Both - - 3417 - - - - - - 4650 - Wall D-3 3^Both 220.4 - 3417 - 1.0 - 300 - 300 4650 0.73 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 = ASD factored shear force per unit FHS for critical wall segment 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. Asp/Cub – Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. 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 or wall. Crit Resp – Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "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. 9 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 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 0.12 662 662 Limit With 900 0.74 1-1 R End 0.00 51.38 662 662 Limit With 900 0.74 Line 5 5-1 L End 52.00 3.63 1013 257 50 807 Limit With 900 0.90 5-1 L Op 1 52.00 7.88 1013 542 105 577 Limit With 900 0.64 5-1 R Op 1 52.00 13.13 975 1040 202 137 Limit With 900 0.15 5-1 L Op 2 52.00 26.13 975 983 191 183 Limit With 900 0.20 5-1 R Op 2 52.00 30.38 979 855 166 290 Limit With 900 0.32 5-1 L Op 3 52.00 41.13 979 912 177 244 Limit With 900 0.27 5-1 R Op 3 52.00 46.38 1005 584 114 534 Limit With 900 0.59 5-1 R End 52.00 51.38 1005 299 58 764 Limit With 900 0.85 Line A A-1 L End 0.12 0.00 652 652 Limit With 900 0.72 A-1 L Op 1 2.88 0.00 652 652 Limit With 900 0.72 A-1 R Op 1 17.13 0.00 652 652 Limit With 900 0.72 A-1 R End 19.88 0.00 652 652 Limit With 900 0.72 Line B B-1 L End 28.13 7.25 3938 365 71 3644 HDU5-SDS2.5645 0.65 B-1 R End 39.13 7.25 3938 365 71 3644 HDU5-SDS2.5645 0.65 B-2 L End 39.38 3.50 4593 413 80 4260 HDU5-SDS2.5645 0.75 B-2 R End 51.88 3.50 4593 413 80 4260 HDU5-SDS2.5645 0.75 Line D D-1 L End 0.12 51.50 362 D-1 L Op 1 2.38 51.50 978 D-1 R Op 1 6.88 51.50 978 D-1 R End 9.13 51.50 362 D-2 L End 9.38 51.50 1485 D-2 R End 19.38 51.50 1485 D-3 L End 19.63 51.50 290 D-3 L Op 3 21.38 51.50 1594 D-3 R Op 1 30.63 51.50 2052 2391 465 126 Limit With 900 0.14 D-3 L Op 2 37.88 51.50 2052 1435 279 897 Limit With 900 1.00 D-3 R Op 2 40.12 51.50 2048 1451 282 879 Limit With 900 0.98 D-3 L Op 3 47.88 51.50 2048 1449 282 881 Limit With 900 0.98 D-3 R Op 3 50.13 51.50 580 D-3 R End 51.88 51.50 290 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. 10 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 DRAG STRUT FORCES (flexible seismic design) Level 1 Drag Strut Line-Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 5 5-1 Left Opening 1 52.00 8.00 181 181 5-1 Right Opening 1 52.00 13.00 308 308 5-1 Left Opening 2 52.00 26.25 226 226 5-1 Right Opening 2 52.00 30.25 166 166 5-1 Left Opening 3 52.00 41.25 278 278 5-1 Right Opening 3 52.00 46.25 212 212 Line A A-1 Left Opening 1 3.00 0.00 181 181 A-1 Right Opening 1 17.00 0.00 181 181 Line B B-1 Left Opening 1 31.50 7.25 662 662 B-1 Right Opening 1 35.50 7.25 291 291 B-2 Left Opening 1 42.25 3.50 1016 1016 B-2 Right Opening 1 48.75 3.50 695 695 Line D D-3 Right Opening 1 30.50 51.50 2605 2605 D-3 Left Opening 2 38.00 51.50 1097 1097 D-3 Right Opening 2 40.00 51.50 1268 1268 D-3 Left Opening 3 48.00 51.50 342 342 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 11 WoodWorks® Shearwalls Paigen, Randy House Lateral.wsw Apr. 10, 2017 11:22:42 12 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.0.1Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:52 0'15' 0' 15' 30' 45' C-1 2-1A-11-1B-1 2-32-2Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.0.1 Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 Project Information COMPANY AND PROJECT INFORMATION Company Project Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 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% dry 10% dry Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) - 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 0.177s 0.177s Approximate Ta 0.177s 0.177s Maximum T 0.248s 0.248s 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 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 16.00 0.0 Level 1 0.00 0.0 16.00 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 3 12 Y 2 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 6 12 Y 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 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 Loads WIND SHEAR FORCES (Directly Applied by User) Shear Level Profile Distribution Magnitude Wind Line Method [lbs]Direction 2 1 Point Both 2654 Both 3 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft]Start End Start End A 1 Line 0.00 18.00 112.5 B 1 Line 0.00 18.00 192.0 1 1 Line 0.00 52.00 192.0 2 1 Line 0.00 52.00 448.0 4 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 SEISMIC FORCES (Directly Applied by User) Shear Level Profile Distribution Magnitude Line Method [lbs] 2 1 Point Both 3772 Notes: Seismic forces are assumed to be factored by the redundancy factor and the 0.70 load factor. 5 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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). 6 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 1 Ln1, Lev1 - Both - - 813 - - - - - - 10098 - Wall 1-1 3 Both 21.1 - 813 - .94 - 263 - 263 10098 0.08 Line 2 Ln2, Lev1 - Both - - 3428 - - - - - - 11340 - Wall 2-1 3^Both 0.0 - 0 - 1.0 - 0 - - - - Wall 2-3 4 Both 127.0 - 3428 - 1.0 - 420 - 420 11340 0.30 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 1 LnA, Lev1 - Both - - 2758 - - - - - - 3080 - Wall A-1 1^Both 290.3 - 2758 - .59 - 324 - 324 3080 0.90 Line C LnC, Lev1 - Both - - 2758 - - - - - - 4027 - Wall C-1 2 Both 290.3 - 2758 - .59 - 424 - 424 4027 0.68 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 = ASD factored shear force per unit FHS for critical wall segment 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. Asp/Cub – Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. 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 or wall. Crit Resp – Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "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. 7 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 Min 350 432 1-1 L Op 1 0.00 7.38 Min 350 720 1-1 R Op 1 0.00 12.63 Min 369 922 1-1 L Op 2 0.00 23.38 Min 369 922 1-1 R Op 2 0.00 28.63 Min 369 922 1-1 L Op 3 0.00 39.38 Min 369 922 1-1 R Op 3 0.00 44.63 Min 350 720 1-1 R End 0.00 51.88 Min 350 432 Line 2 2-1 L End 18.00 0.12 1 605 2-1 R End 18.00 4.38 1 605 2-2 L End 18.00 4.62 1 2755 2-2 R End 18.00 24.88 1 2755 2-3 L End 18.00 25.13 1 2050 3629 2-3 R End 18.00 51.88 1 2050 3629 Line A A-1 L End 0.12 0.00 1 4903 160 4742 STHD14 (8"5345 0.89 A-1 L Op 1 4.62 0.00 1 4903 447 4455 STHD14 (8"5345 0.83 A-1 R Op 1 13.38 0.00 1 4903 447 4455 STHD14 (8"5345 0.83 A-1 R End 17.87 0.00 1 4903 160 4742 STHD14 (8"5345 0.89 Line C C-1 L End 0.12 52.00 1 4903 4903 HDU5-SDS2.5645 0.87 C-1 L Op 1 4.62 52.00 1 4903 4903 HDU5-SDS2.5645 0.87 C-1 R Op 1 13.38 52.00 1 4903 4903 HDU5-SDS2.5645 0.87 C-1 R End 17.87 52.00 1 4903 4903 HDU5-SDS2.5645 0.87 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. 8 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 Left Opening 1 0.00 7.50 1 41 41 1-1 Right Opening 1 0.00 12.50 1 37 37 1-1 Left Opening 2 0.00 23.50 1 39 39 1-1 Right Opening 2 0.00 28.50 1 39 39 1-1 Left Opening 3 0.00 39.50 1 37 37 1-1 Right Opening 3 0.00 44.50 1 41 41 Line 2 2-3 Left Wall End 18.00 25.00 1 1648 1648 Line A A-1 Left Opening 1 4.75 0.00 1 651 651 A-1 Right Opening 1 13.25 0.00 1 651 651 Line C C-1 Left Opening 1 4.75 52.00 1 651 651 C-1 Right Opening 1 13.25 52.00 1 651 651 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 9 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 1 47460 936.0 6085 6085 7910 7910 All 47460 - 6085 6085 - - 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. Manually added or modified seismic loads and forces do not contribute to storey shear shown here, nor are they included in the calculation of the diaphragm force Fpx, but they are distributed to the shearlines for shearwall design. Forces introduced via manually entered building masses are included in all calculations. 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. 10 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 1 Ln1, Lev1 - Both - - 2130 - - - - - - 7213 - Wall 1-1 3 Both 59.1 - 2130 - .94 - 200 - 200 7213 0.30 Line 2 Ln2, Lev1 - Both - - 5902 - - - - - - 8100 - Wall 2-1 3^Both 0.0 - 0 - 1.0 - 0 - - - - Wall 2-3 4^Both 218.6 - 5902 - 1.0 - 300 - 300 8100 0.73 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 1 LnA, Lev1 - Both - - 1846 - - - - - - 2200 - Wall A-1 1 Both 194.3 - 1846 - .59 - 232 - 232 2200 0.84 Line C LnC, Lev1 - Both - - 2413 - - - - - - 2877 - Wall C-1 2^Both 254.0 - 2413 - .59 - 303 - 303 2877 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 seismic force along shearline. v - Design shear force = ASD factored shear force per unit FHS for critical wall segment 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. Asp/Cub – Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for critical wall segment. 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 or wall. Crit Resp – Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "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. 11 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 0.12 916 432 84 568 Limit With 900 0.63 1-1 L Op 1 0.00 7.38 916 720 140 336 Limit With 900 0.37 1-1 R Op 1 0.00 12.63 967 922 179 224 Limit With 900 0.25 1-1 L Op 2 0.00 23.38 967 922 179 224 Limit With 900 0.25 1-1 R Op 2 0.00 28.63 967 922 179 224 Limit With 900 0.25 1-1 L Op 3 0.00 39.38 967 922 179 224 Limit With 900 0.25 1-1 R Op 3 0.00 44.63 916 720 140 336 Limit With 900 0.37 1-1 R End 0.00 51.88 916 432 84 568 Limit With 900 0.63 Line 2 2-1 L End 18.00 0.12 605 2-1 R End 18.00 4.38 605 2-2 L End 18.00 4.62 2755 2-2 R End 18.00 24.88 2755 2-3 L End 18.00 25.13 3530 3629 706 607 Limit With 900 0.67 2-3 R End 18.00 51.88 3530 3629 706 607 Limit With 900 0.67 Line A A-1 L End 0.12 0.00 3282 160 31 3153 STHD14 (8"5345 0.59 A-1 L Op 1 4.62 0.00 3282 447 87 2921 STHD14 (8"5345 0.55 A-1 R Op 1 13.38 0.00 3282 447 87 2921 STHD14 (8"5345 0.55 A-1 R End 17.87 0.00 3282 160 31 3153 STHD14 (8"5345 0.59 Line C C-1 L End 0.12 52.00 4290 4290 HDU5-SDS2.5645 0.76 C-1 L Op 1 4.62 52.00 4290 4290 HDU5-SDS2.5645 0.76 C-1 R Op 1 13.38 52.00 4290 4290 HDU5-SDS2.5645 0.76 C-1 R End 17.87 52.00 4290 4290 HDU5-SDS2.5645 0.76 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. 12 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 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 Left Opening 1 0.00 7.50 140 140 1-1 Right Opening 1 0.00 12.50 126 126 1-1 Left Opening 2 0.00 23.50 133 133 1-1 Right Opening 2 0.00 28.50 133 133 1-1 Left Opening 3 0.00 39.50 126 126 1-1 Right Opening 3 0.00 44.50 140 140 Line 2 2-3 Left Wall End 18.00 25.00 3689 3689 Line A A-1 Left Opening 1 4.75 0.00 567 567 A-1 Right Opening 1 13.25 0.00 567 567 Line C C-1 Left Opening 1 4.75 52.00 741 741 C-1 Right Opening 1 13.25 52.00 741 741 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 13 WoodWorks® Shearwalls Paigen, Randy Grg Lateral.wsw Apr. 10, 2017 17:19:44 14 Project: Paigen SFR Gravity Location: R01 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:28 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 22.0% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.03 0.03 0.05 IN L/2756 in IN L/1336 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 863 925 1788 0.82 lb lb lb in B 1800 1863 3663 1.67 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 6 0 6 4 1.15 0.00 ft ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.36 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 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=1.15 CF=1.20 Fv = Cd=1.15 E = Fc - ┴ = 2996 ft-lb -3663 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1242 207 1600 625 psi psi ksi psi Adjusted 28.94 26.54 31.1 2996 -3663 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 1 ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 9.3 1 0 psf psf ft ft plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 1125 1125 5.5 lb lb ft One BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 256 270 7 533 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R02 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:29 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 319.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.01 0.01 0.02 IN L/6071 in IN L/2894 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 313 343 656 0.30 lb lb lb in B 313 343 656 0.30 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 5 0 5 4 1.15 0.00 ft ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.5 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 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=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 820 ft-lb 656 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 7.31 4.75 6.91 820 656 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 B5 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 1 4 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 132 6 262 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R03 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:29 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 33.3% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.02 0.02 0.04 IN L/2372 in IN L/1150 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1250 1329 2579 1.18 lb lb lb in B 1250 1329 2579 1.18 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 4 0 4 4 1.15 0.00 ft 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 of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At 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=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 2579 ft-lb 2579 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 23 18.69 17.4 2579 2579 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 ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 24 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 625 659 6 1289 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R04 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:29 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 9.0 IN x 9.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 30.3% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.15 0.16 0.32 IN L/704 in IN L/340 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2813 3013 5826 1.63 lb lb lb in B 2813 3013 5826 1.63 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 9 0 9 4 1.15 0 0 0.00 ft ft ft Center :12 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 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 13107 ft-lb 5825 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 56.99 28.67 176.92 13107 5825 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 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 24 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 625 659 11 1295 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R05 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:29 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 319.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.01 0.01 0.02 IN L/6071 in IN L/2894 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 313 343 656 0.30 lb lb lb in B 313 343 656 0.30 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 5 0 5 4 1.15 0.00 ft ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.5 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 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=1.15 CF=1.30 Fv = Cd=1.15 E = Fc - ┴ = 820 ft-lb 656 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1346 207 1600 625 psi psi ksi psi Adjusted 7.31 4.75 6.91 820 656 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 B5 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 4 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 132 6 262 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R06 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:30 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 3.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 8.8% 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/4943 in IN L/2465 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2313 2329 4642 1.35 lb lb lb in B 1938 1954 3892 1.13 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Notch Depth 3 0 3 1.00 0.00 ft 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 of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At 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 - ┴ = 5544 ft-lb 4642 lb 875 170 1300 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 875 170 1300 625 psi psi ksi psi Adjusted 76.03 40.96 38.27 5544 4642 in3 in2 in4 ft-lb lb Req'd 82.73 52.25 392.96 6032 5922 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B3 ft TR1 1 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 0 0 11 11 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 3125 3125 1.5 lb lb ft One TRAPEZOIDAL LOADS - CENTER SPAN Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 625 625 625 625 0 1.5 1.5 plf plf plf plf ft ft ft One 125 125 125 125 1.5 3 1.5 plf plf plf plf ft ft ft Two NOTES Project: Paigen SFR Gravity Location: R10 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:30 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 14.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 49.0% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.12 0.15 0.27 IN L/1409 in IN L/633 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 875 1074 1949 0.57 lb lb lb in B 875 1074 1949 0.57 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 14 0 14 6 1.15 0.00 ft ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 7.0 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 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=1.15 CF=1.00 Fv = Cd=1.15 E = Fc - ┴ = 6822 ft-lb -1949 lb 875 170 1300 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1006 196 1300 625 psi psi ksi psi Adjusted 81.36 14.96 198.34 6822 -1949 in3 in2 in4 ft-lb lb Req'd 121.23 63.25 697.07 10166 8244 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B14 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 4 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 140 14 278 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R09 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:30 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 16.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 89.4% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.12 0.15 0.27 IN L/1573 in IN L/703 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 600 742 1342 0.39 lb lb lb in B 600 742 1342 0.39 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 16 0 16 4 1.15 0.00 ft ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 8.0 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 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=1.15 CF=1.00 Fv = Cd=1.15 E = Fc - ┴ = 5369 ft-lb 1342 lb 875 170 1300 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1006 196 1300 625 psi psi ksi psi Adjusted 64.02 10.3 178.37 5369 1342 in3 in2 in4 ft-lb lb Req'd 121.23 63.25 697.07 10166 8244 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B16 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 2 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 75 79 14 168 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R11 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:30 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 16.5 IN x 20.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 37.9% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.35 0.48 0.83 IN L/701 in IN L/297 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 3802 5021 8823 2.47 lb lb lb in B 3089 4307 7396 2.07 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 20.5 0 20.5 4 1.15 1 0.48 0.00 ft ft ft Center :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 9.64 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 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 = Fb_cmpr = Cd=1.15 Cv=0.96 Fv = Cd=1.15 E = Fc - ┴ = 40137 ft-lb 8823 lb 2400 1850 265 1800 650 psi psi psi ksi psi Base Values Controlled by: Fb' = Fv' = E' = Fc - ┴' = 2661 305 1800 650 psi psi ksi psi Adjusted 181 43.43 1249.5 40137 8823 in3 in2 in4 ft-lb lb Req'd 249.56 90.75 2058.89 55342 18437 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B20.5 ft w 1 ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 9.3 2 84 psf psf ft ft plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 1125 1125 3.75 lb lb ft One BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 281 380 20 681 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R13 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:31 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 227.3% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.14 0.16 0.30 IN L/1384 in IN L/641 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1000 1161 2161 0.65 lb lb lb in B 1000 1161 2161 0.65 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 16 0 16 4 1.15 1 0.16 0.00 ft ft ft Center :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 8.0 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 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 8643 ft-lb 2161 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 37.58 10.64 207.4 8643 2161 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B16 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 1 4 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 132 13 270 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R14 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:31 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 5.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 1750.4% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.00 0.00 0.00 IN L/MAX in IN L/MAX Center REACTIONS Live Load Dead Load Total Load Bearing Length A 313 363 676 0.20 lb lb lb in B 313 363 676 0.20 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 5 0 5 4 1.15 1 0 0.00 ft ft ft Center :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 2.5 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 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 844 ft-lb 675 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 3.67 3.32 6.33 844 675 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B5 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 1 4 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 132 13 270 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R15 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:31 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 6.75 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 1270.7% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.00 0.01 0.01 IN L/MAX in IN L/8530 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 422 490 912 0.27 lb lb lb in B 422 490 912 0.27 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 6.75 0 6.75 4 1.15 1 0.01 0.00 ft ft ft Center :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.38 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 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 1538 ft-lb 912 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 6.69 4.49 15.57 1538 912 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B6.75 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 1 4 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 132 13 270 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R12 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:31 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 11.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 72.5% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.12 0.13 0.25 IN L/1137 in IN L/560 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2830 2907 5737 1.72 lb lb lb in B 1239 1316 2555 0.77 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 11.5 0 11.5 1.15 1 0.13 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: 4.03 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 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 16401 ft-lb 5736 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 71.31 28.24 237.37 16401 5736 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B11.5 ft TR1 1 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 0 0 13 13 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 2000 2000 4 lb lb ft One TRAPEZOIDAL LOADS - CENTER SPAN Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 400 400 400 400 0 4 4 plf plf plf plf ft ft ft One 125 125 0 0 4 11.5 7.5 plf plf plf plf ft ft ft Two NOTES Project: Paigen SFR Gravity Location: R16 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:32 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 9.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 131.6% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.04 0.04 0.08 IN L/2878 in IN L/1388 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 2653 2741 5394 1.62 lb lb lb in B 838 937 1775 0.53 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 9 0 9 1.15 1 0.04 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: 2.16 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 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 7235 ft-lb 5394 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 31.46 26.55 95.67 7235 5394 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9 ft TR1 1 2 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 0 0 13 13 plf plf plf plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 2000 2000 1.5 lb lb ft One 422 490 5.25 lb lb ft Two * * 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 400 400 400 400 0 1.5 1.5 plf plf plf plf ft ft ft One 125 125 0 0 1.5 9 7.5 plf plf plf plf ft ft ft Two NOTES Project: Paigen SFR Gravity Location: R07 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:32 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 9.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 801.8% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.02 0.02 0.04 IN L/6612 in IN L/2972 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 594 727 1321 0.40 lb lb lb in B 594 727 1321 0.40 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 9.5 0 9.5 6 1.15 0 0 0.00 ft ft ft Center :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 of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 3137 ft-lb 1321 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 13.64 6.5 44.7 3137 1321 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B9.5 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 4 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 140 13 278 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: R08 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:32 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 5.125 IN x 12.0 IN x 7.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 1098.2% Controlling Factor: Shear DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.01 0.01 0.01 IN L/MAX in IN L/6040 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 469 574 1043 0.31 lb lb lb in B 469 574 1043 0.31 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth 7.5 0 7.5 6 1.15 0 0 0.00 ft ft ft Center :12 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 3.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8.0 Ft 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 = Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E = Fc - ┴ = 1955 ft-lb -1043 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 8.5 5.13 21.99 1955 -1043 in3 in2 in4 ft-lb lb Req'd 123 61.5 738 28290 12495 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B7.5 ft ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 4 1 0 psf psf ft ft plf Center BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 125 140 13 278 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: F1 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:32 PM Floor Joist [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 17.5 FT @ 16 O.C. #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 6.9% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 0.40 0.10 0.49 IN L/531 in IN L/425 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 467 117 584 0.62 lb lb lb in B 467 117 584 0.62 lb lb lb in SUPPORT LOADS Live Load Dead Load Total Load A 350 88 438 plf plf plf B 350 88 438 plf plf plf MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 8.75 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 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 Cr=1.15 Fv = Cd=1.00 E = Fc - ┴ = 2552 ft-lb 583 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1035 180 1600 625 psi psi ksi psi Adjusted 29.59 4.86 160.76 2552 583 in3 in2 in4 ft-lb lb Req'd 31.64 16.88 177.98 2729 2025 in3 in2 in4 ft-lb lb Provided LOADING DIAGRAM A B17.5 ft JOIST DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 17.5 0 0 1.00 ft ft ft Center JOIST LOADING Uniform Floor Loading Live Load Dead Load Total Load TL Adj. For Joist Spacing LL = DL = TL = wT = 40 10 50 66.7 psf psf psf plf Center NOTES Project: Paigen SFR Gravity Location: R017 page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:33 PM Multi-Span Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 16.1% Controlling Factor: Moment DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.04 0.04 0.08 IN L/1966 in IN L/945 Center REACTIONS Live Load Dead Load Total Load Bearing Length A 1613 1724 3337 1.53 lb lb lb in B 1050 1162 2212 1.01 lb lb lb in BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Roof Pitch Roof Duration Factor Notch Depth 6 0 6 6 1.15 0.00 ft ft ft Center :12 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 1.98 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 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=1.15 CF=1.20 Fv = Cd=1.15 E = Fc - ┴ = 4449 ft-lb 3337 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1242 207 1600 625 psi psi ksi psi Adjusted 42.99 24.18 43.96 4449 3337 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 1 ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 = TW2 = WALL = 25 25 9.3 1 0 psf psf ft ft plf Center POINT LOADS - CENTER SPAN Load Number Live Load Dead Load Location 1125 1125 1.5 lb lb ft One BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 256 286 7 550 plf plf plf plf Center NOTES Project: Paigen SFR Gravity Location: Combined Girders page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:33 PM Column [2015 International Building Code(2012 NDS)] 5.5 x 6.0 x 9.0 FT 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 43.4% VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = 12188 12252 24440 lb lb lb COLUMN DATA Total Column Length: Unbraced Length (X-Axis) Lx: Unbraced Length (Y-Axis) Ly: Column End Condition-K (e): Axial Load Duration Factor 9 9 9 1 1.00 ft ft ft COLUMN PROPERTIES 24F-V8 - Visually Graded Western Species Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Moment Due to Lateral Loads (Y-Y Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: Fc = Cd=1.00 Cp=0.79 Fbx = Cd=1.00 Fby = Cd=1.00 Cf=1.07 E = 1650 0 1550 1800 psi psi psi ksi Base Values Fc' = Fbx' = Fby' = E' = 1309 2400 1659 1800 psi psi psi ksi Adjusted dx = dy = A = Sx = Sy = Lex/dx = Ley/dy = Fc = Fc' = Mx-ex = My-ey = Mx = My = Fbx = Fbx' = Fby = Fby' = CSF = 6 5.5 33 33 30.25 18 19.64 741 1309 0 0 0 0 0 2400 0 1659 0.57 in in in2 in3 in3 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi LOADING DIAGRAM 9 ft A B AXIAL LOADING Live Load: Dead Load: Column Self Weight: Total Axial Load: PL = PD = CSW = PT = 12188 12188 64 24440 lb lb lb lb NOTES Project: Paigen SFR Gravity Location: Rear Porch Ftg. page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:33 PM Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) 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 = 2 2 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 = 1081 1375 3.14 4.00 5986 99450 811 11250 45 4671 63281 79688 42188 42188 11256 127575 0.46 0.05 0.48 0.48 #4's @ 8.0 in. o.c. e/w (3) Min. 0.59 15 6.5 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 2 ft 10 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: * Load obtained from Load Tracker. See Summary Report for details. PL = PD = PT = Pu = U.R. = 2000 2322 4322 5986 322 lb * lb * lb * lb lb NOTES Project: Paigen SFR Gravity Location: Front Porch Ftg. page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:33 PM Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) 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 = 2 2 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 = 661 1375 1.92 4.00 3646 99450 494 11250 45 2845 63281 79688 42188 42188 6854 127575 0.46 0.03 0.48 0.48 #4's @ 8.0 in. o.c. e/w (3) Min. 0.59 15 6.5 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 2 ft 10 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: * Load obtained from Load Tracker. See Summary Report for details. PL = PD = PT = Pu = U.R. = 1188 1454 2642 3646 322 lb * lb * lb * lb lb NOTES Project: Paigen SFR Gravity Location: R4+R12 Ftg page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:33 PM Footing [2015 International Building Code(2012 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 = 1285 1350 8.57 9.00 16133 99450 3249 22275 53 13947 98381 134888 65588 65588 53832 282369 0.51 0.18 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: Weight to resist uplift w/ 1.5 F.S.: * Load obtained from Load Tracker. See Summary Report for details. PL = PD = PT = Pu = U.R. = 5643 5920 11563 16133 870 lb * lb * lb * lb lb NOTES Project: Paigen SFR Gravity Location: Right Girder page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:34 PM Footing [2015 International Building Code(2012 NDS)] Footing Size: 3.5 FT x 3.5 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 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 = 3.5 3.5 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: 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 = 1020 1375 9.09 12.25 17500 99450 5104 19688 45 16244 63281 79688 42188 42188 71302 213014 0.44 0.32 0.84 0.84 #4's @ 8.0 in. o.c. e/w (5) Min. 0.98 15 15.5 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 3.5 ft 10 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = PD = PT = Pu = U.R. = 6250 6250 12500 17500 987 lb lb lb lb lb NOTES Project: Paigen SFR Gravity Location: Worst Cast Ext. page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:34 PM Footing [2015 International Building Code(2012 NDS)] Footing Size: 16.0 IN Wide x 8.0 IN Deep Continuous Footing With 6.0 IN Thick x 18.0 IN Tall Stemwall Section Footing Design Adequate CAUTIONS * Footing has been designed without reinforcement 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 = 16 8 6 in in in STEMWALL SIZE Stemwall Width: Stemwall Height: Stemwall Weight: 6 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: Qu = Qe = Wreq = Vu1 = Vc1 = Mu = Mn = 990 1400 0.94 0 2640 1410 9900 psf psf ft lb lb in-lb in-lb LOADING DIAGRAM 1.333333 ft 8 in 6 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = PD = PT = Pu = 550 658 1321 1805 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 25 10 10 22 0 0 psf psf psf psf psf psf ft2 ft2 ft2 NOTES Project: Paigen SFR Gravity Location: Left Girder Ftg. page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:34 PM Footing [2015 International Building Code(2012 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 = 778 1350 5.19 9.00 9800 99450 1974 22275 53 8472 98381 134888 65588 65588 32701 282369 0.51 0.11 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: Weight to resist uplift w/ 1.5 F.S.: PL = PD = PT = Pu = U.R. = 3500 3500 7000 9800 870 lb lb lb lb lb NOTES Project: Paigen SFR Gravity Location: Center Girder Bearing page of Exodus Engineering 1286 NW Maryland Ave Chehalis, WA 98532 StruCalc Version 10.0.1.0 4/13/2017 12:53:34 PM Footing [2015 International Building Code(2012 NDS)] Footing Size: 4.0 FT x 4.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (6) 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 = 4 4 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: 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 = 1219 1350 14.44 16.00 27300 99450 7536 29700 53 25220 98381 134888 65588 65588 131452 339930 0.46 0.45 1.15 1.15 #4's @ 8.0 in. o.c. e/w (6) Min. 1.18 15 18.5 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 4 ft 12 in 4 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = PD = PT = Pu = U.R. = 9750 9750 19500 27300 1547 lb lb lb lb lb NOTES