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Specifications (79) ‘Th- aia-1 - 60a54, `21swRopa.da.LOvc. ALAN Ree Yep �j ✓�N CI ��, 20/7 DESIGN ASSOCIATES, jilt i®i OPTION PLAN 22186 FOR: I DWOOD � N HOMES , INC . (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St. Suite#100 PORTLAND,OR. 97210 A page Project:22186 WINDWOOD HOMES NE Patrick Burke Location:J1 -FRONT GAR FLR JSTS BELOW BR#3 Alan Mascord Design Floor Joist an 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __41,40-0,10:i...Portland, OR 97210 1.5 INx11.25INx14.0FT @120.0. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By:22.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/973 Dead Load 0.10 in Total Load 0.27 IN L/618 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 441 lb 334 lb Dead Load 273 lb 161 lb Total Load 714 lb 495 lb Bearing Length 0.76 in 0.53 in SUPPORT LOADS A B lLive Load 441 plf 334 plf Dead Load 273 plf 161 plf A 14ft B Total Load 714 plf 495 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 14 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.L to Grain: Fc- = 625 psi Fc--- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 2223 ft-lb Dead 1 Load 5.04 Ft from left support of span 2(Center Span) Total Load TL= 15 psf TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 55 plf Controlling Shear: 667 lb Wall Loading At a distance d from left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 214 plf Comparisons with required sections: Req'd Provided Dead Load on to Joists):D1 = 224 plf Section Modulus: 25.77 in3 31.64 in3 Load Location X1 = 3.5 ft Area(Shear): 5.56 in2 16.88 in2 Moment of Inertia(deflection): 103.74 in4 177.98 in4 Moment: 2223 ft-lb 2729 ft-lb Shear: 667 lb 2025 lb NOTES Project:22186 WINDWOOD HOMES page 1111 Patrick Burke Location:J2-FLR JSTS 0/GAR SHOW BELOW BR#2 Alan Mascord Design Floor Joist 1111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _v, ksCr Portland,OR 97210 1.5 INx11.25INx10.0FT @16O.C. - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 18.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1575 Dead Load 0.05 in Total Load 0.13 IN L/937 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 401 lb 401 lb Dead Load 243 lb 243 lb Total Load 644 lb 644 lb Bearing Length 0.69 in 0.69 in SUPPORT LOADS A B Live Load 301 plf 301 plf Dead Load 182 plf 182 plf A 10 ft B Total Load 483 plf 483 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.--to Grain: Fc- = 625 psi Fc--- = 625 psi Uniform Floor Loading Center Controlling Moment: 2303 ft-lb Live Load LL= 40 psf 5.0 Ft from left support of span 2(Center Span) Dead Load DL= 15 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 55 psf Controlling Shear: 578 lb TL Adj. For Joist Spacing wT= 73.3 plf At a distance d from left support of span 2(Center Span) Wall Loading Wall One Created by combining all dead loads and live loads on span(s)2 Live Load (l to Joists): L1 = 202 plf Comparisons with required sections: Reo'd Provided Dead Load on to Joists):Xi = 214 plf Section Modulus: 26.71 in3 31.64 in3 Load Location X1 = 5 ft Area(Shear): 4.82 in2 16.88 in2 Moment of Inertia(deflection): 68.37 in4 177.98 in4 Moment: 2303 ft-lb 2729 ft-lb Shear: 578 lb 2025 lb NOTES p Project:22186 WINDWOOD HOMES page - II Patrick Burke Location: M1 -FLUSH GAR BM FRONT 2ND BAY sm Alan Mascord Design Multi-Loaded Multi Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] _1 go Portland,OR 97210 5.5INx11.5INx14.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 10.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/1123 Dead Load 0.16 in Total Load 0.31 IN L/535 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 787 lb 1333 lb Dead Load 869 lb 1396 lb TR3 Total Load 1656 lb 2729 lb Bearing Length 0.48 in 0.79 in TR2 TR1 BEAM DATA Center Span Length 14 ft 4110 Unbraced Length-Top O ft A 14 n B Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Live Load 329 lb 158 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 219 lb 106 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 3.5 ft 5.5 ft Controlling Moment: 8025 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.42 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf 76 plf 126 plf Controlling Shear: -2326 lb Left Dead Load 90 plf 50 plf 84 plf At a distance d from right support of span 2(Center Span) Right Live Load 40 plf 76 plf 126 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 90 plf 50 plf 84 plf Load Start 3.5 ft 5.5 ft 9.5 ft Comparisons with required sections: Reo'd Provided Load End 14 ft 14 ft 14 ft Section Modulus: 110.06 in3 121.23 in3 Load Length 10.5 ft 8.5 ft 4.5 ft Area(Shear): 20.52 in2 63.25 in2 Moment of Inertia(deflection): 312.51 in4 697.07 in4 Moment: 8025 ft-lb 8840 ft-lb Shear: -2326 lb 7168 lb NOTES ,Project:22186 WINDWOOD HOMES page Patrick Burke Location: M2-FLUSH GAR BM-FRONT-MIDAlan Mascord Design Multi-Loaded Multi-Span Beam �= 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _Portland.OR 97210 (2)3.5INx11.25INx14.OFT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 34.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/622 Dead Load 0.19 in Total Load 0.46 IN L/366 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3621 lb 1417 lb 1 Dead Load 2549 lb 1017 lb Total Load 6170 lb 2434 lb Bearing Length 0.98 in 0.39 in BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft A 14ft B Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2325 psi Fb'= 2339 psi Total Uniform Load 25 plf Cd=9.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One Cd=1.00 Live Load 4618 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 3117 lb Comp.1 to Grain: Fc- = 900 psi Fc- L'= 900 psi Location 3.5 ft Controlling Moment: 21446 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 3.5 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: 6150 lb Left Live Load 40 plf At a distance d from left support of span 2(Center Span) Left Dead Load 10 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf Right Dead Load 10 plf Comparisons with required sections: Req'd Provided Load Start 3.5 ft 4 Section Modulus: 110.03 in3 147.66 in3 Load End 14 ft Area(Shear): 29.76 in2 78.75 in2 Load Length 10.5 ft Moment of Inertia(deflection): 544.75 in4 830.57 in4 Moment: 21446 ft-lb 28779 ft-lb Shear: 6150 lb 16275 lb NOTES page Project:22186 WINDWOOD HOMES IIIIE Patrick Burke Location:M3-FLUSH GAR BM-FRONT 1ST BAY Alan Mascord Design Multi-Loaded Multi-Span Beam MEM 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] __-4 :,_Portland. OR 97210 5.5 INx11.5INx14.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 18.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1171 Dead Load 0.10 in Total Load 0.24 IN L/695 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1254 lb 628 lb Dead Load 897 lb 415 lb Total Load 2151 lb 1043 lb Bearing Length 0.63 in 0.30 in BEAM DATA Center Span Length 14 ft • Unbraced Length-Top 0 ft A 14 ft B Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One * Cd=1.00 Live Load 1462 lb Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Dead Load 1015 lb Comp.1 to Grain: Fc--I-= 625 psi Fc--I-'= 625 psi Location 3.5 ft Controlling Moment: 7443 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 3.5 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: 2139 lb Left Live Load 40 plf At a distance d from left support of span 2(Center Span) Left Dead Load 10 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf Right Dead Load 10 plf Comparisons with required sections: Reo'd Provided Load Start 3.5 ft Section Modulus: 102.08 in3 121.23 in3 Load End 14 ft Area(Shear): 18.87 in2 63.25 in2 Load Length 10.5 ft Moment of Inertia(deflection): 240.65 in4 697.07 in4 Moment: 7443 ft-lb 8840 ft-lb Shear: 2139 lb 7168 lb NOTES , Project:22186 WINDWOOD HOMES page 11111 Patrick Burke Location:M4-16/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 11 111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _r, / , .- Portland, OR 97210 5.25 IN x 16.0 IN x 16.0 FT - 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By:4.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/552 Dead Load 0.25 in Total Load 0.59 IN L/324 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5687 lb 6301 lb 2 Dead Load 4254 lb 4403 lb Total Load 9941 lb 10704 lb i 3 Bearing Length 2.52 in 2.72 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 26 plf Bending Stress: Fb= 2900 psi Fb'= 2809 psi Total Uniform Load 26 plf Cd=1.00 CF=0.97 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One* Two * Three * Cd=1.00 Live Load 787 lb 3621 lb 1254 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 869 lb 2549 lb 897 lb Comp.L to Grain: Fc--L= 750 psi Fc-1'= 750 psi Location 2 ft 7 ft 14.5 ft Controlling Moment: 50149 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 7.04 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two * Controlling Shear: -9757 lb Left Live Load 76 plf 441 plf At a distance d from right support of span 2(Center Span) Left Dead Load 50 plf 273 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf 441 plf Right Dead Load 50 plf 273 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 2 ft Section Modulus: 214.25 in3 224 in3 Load End 2 ft 16 ft Area(Shear): 50.47 in2 84 in2 Load Length 2 ft 14 ft Moment of Inertia(deflection): 1329.22 in4 1792 in4 *Load obtained from Load Tracker. See Summary Report for details. Moment: 50149 ft-lb 52430 ft-lb Shear: -9757 lb 16240 lb NOTES page Project:22186 WINDWOOD HOMES 11111 Patrick Burke / Location: M5-FLUSH GAR BM-REAR 2ND BAY mis Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] ' -Portland,OR 97210 3.5 INx11.25INx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By:2.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1465 Dead Load 0.08 in Total Load 0.16 IN L/747 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1210 lb 1210 lb Dead Load 1163 lb 1163 lb Total Load 2373 lb 2373 lb TR1 Bearing Length 1.08 in 1.08 in w BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A loft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 202 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 214 plf Comp.L to Grain: Fc--1-= 625 psi Fc-L'= 625 psi Right Live Load 202 plf Controlling Moment: 5932 ft-lb Right Dead Load 214 plf 5.0 Ft from left support of span 2(Center Span) Load E0 ft Created by combining all dead loads and live loads on span(s)2 Load End Load 10 ft Controlling Shear: 1946 lb Load Length 10 ft At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 71.9 in3 73.83 in3 Area(Shear): 16.21 in2 39.38 in2 Moment of Inertia(deflection): 133.44 in4 415.28 in4 Moment: 5932 ft-lb 6091 ft-lb Shear: 1946 lb 4725 lb NOTES ,Project:22186 WINDWOOD HOMES page Patricklin Burke / Location: M6-MAIN GARAGE BM AlannMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] r ' • Portland, OR 97210 5.125 IN x 21.0 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 12.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.49 IN L/540 Dead Load 0.26 in Total Load 0.75 IN L/353 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A1 B Live Load 5529 lb 6739 lb Dead Load 3446 lb 2978 lb 3 Total Load 8975 lb 9717 lb 4 Bearing Length 2.69 in 2.92 in BEAM DATA Center Span Length 22 ft Unbraced Length-Top 0 ft A 22 ft Unbraced Length-Bottom 22 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.39 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 23 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two * Three * Four Fb_cmpr= 1850 psi Fb'= 2259 psi Live Load 1333 lb 1210 lb 1417 lb 628 lb Cd=1.00 Cv=0.94 Dead Load 1396 lb 1163 lb 1017 lb 415 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 6 ft 10 ft 18 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- L= 650 psi Fc--i'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 63252 ft-lb Left Live Load 480 plf 9.9 Ft from left support of span 2(Center Span) Left Dead Load 120 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 480 plf Controlling Shear: 8939 lb Right Dead Load 120 plf At a distance d from left support of span 2(Center Span) Load Start 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 22 ft Load Length 16 ft Comparisons with required sections: Req'd Provided Section Modulus: 336.02 in3 376.69 in3 Area(Shear): 50.6 in2 107.63 in2 Moment of inertia(deflection): 2687.67 in4 3955.22 in4 Moment: 63252 ft-lb 70907 ft-lb Shear: 8939 lb 19014 lb NOTES page Project:22186 WINDWOOD HOMES En Patrick Burke Location:M7-GAR/SHOP CLG BM Alan Mascord Design Multi-Loaded Multi-Span Beam iss 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ . fePortland.OR 97210 5.5 IN x 11.5IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By:25.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1911 Dead Load 0.05 in Total Load 0.11 IN L/1050 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 644 lb 1366 lb Dead Load 574 lb 926 lb Total Load 1218 lb 2292 lb Bearing Length 0.35 in 0.67 in TRI BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=9.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One* Cd=1.00 Live Load 1210 Ib Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Dead Load 1163 Ib Comp.-I-to Grain: Fc-L= 625 psi Fc-1'= 625 psi Location 6 ft Controlling Moment: 7060 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 6.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: -2055 lb Left Live Load 200 plf At a distance d from right support of span 2(Center Span) Left Dead Load 50 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 200 plf Right Dead Load 50 plf Comparisons with required sections: Rea'd Provided Load Start 6 ft Section Modulus: 96.82 in3 121.23 in3 Load End 10 ft Area(Shear): 18.13 in2 63.25 in2 Load Length 4 ft Moment of Inertia(deflection): 159.35 in4 697.07 in4 Moment: 7060 ft-lb 8840 ft-lb Shear: -2055 lb 7168 lb NOTES page , Project:22186 WINDWOOD HOMESmin Patrick Burke Location:M8-MSTR CLOSET(HER'S)FLUSH BMAlan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 0f [2015 International Building Code(2015 NDS)] ' Portland. OR 97210 (2) 1.51N x 11.25 IN x 10.0 FT � ; #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 82.6% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/3368 Dead Load 0.03 in Total Load 0.07 IN L/1716 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 224 lb 569 lb Dead Load 231 lb 601 lb Total Load 455 lb 1170 lb Bearing Length 0.24 in 0.62 in TR2 BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A loft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 7 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 329 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 219 lb Comp.-Ito Grain: Fc- = 625 psi Fc- L'= 625 psi Location 6 ft Controlling Moment: 2600 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 6.0 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf 76 plf Controlling Shear: -934 lb Left Dead Load 10 plf 120 plf At a distance d from right support of span 2(Center Span) Right Live Load 40 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf 130 plf Load Start 6 ft 6 ft Comparisons with required sections: Req'd Provided Load End 10 ft 10 ft Section Modulus: 34.66 in3 63.28 in3 Load Length 4 ft 4 ft Area(Shear): 7.78 in2 33.75 in2 Moment of Inertia(deflection): 49.79 in4 355.96 in4 Moment: 2600 ft-lb 4746 ft-lb Shear: -934 lb 4050 lb NOTES page Project:22186 WINDWOOD HOMES Ein Patrick Burke ' Location: M9-KIT./DINING BM nom Alan Mascord Design Multi-Loaded Multi Span Beam mi 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __410. Portland, OR 97210 5.25 IN x 14.0 IN x 16.34 FT - 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.4 6/22/2017 3:27:15 PM Section Adequate By: 17.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/459 Dead Load 0.27 in Total Load 0.70 IN L/281 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 1 REACTIONS A B Live Load 5007 lb 5018 lb Dead Load 3155 lb 3161 lb Total Load 8162 lb 8179 lb TR1 Bearing Length 2.07 in 2.08 in w BEAM DATA Center Span Length 16.34 ft 4 Unbraced Length-Top O ft A - 16.34 ft B Unbraced Length-Bottom 16.34 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 23 plf Bending Stress: Fb= 2900 psi Fb'= 2851 psi Total Uniform Load 398 pif Cd=1.00 CF=0.98 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Cd=1.00 Live Load 1207 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 804 lb Comp.-I-to Grain: Fc-1= 750 psi Fc--1-'= 750 psi Location 12.5 ft Controlling Moment: 34667 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 8.5 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 290 plf 76 plf Controlling Shear: -7489 lb Left Dead Load 273 plf 130 plf At a distance d from right support of span 2(Center Span) Right Live Load 290 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 273 plf 130 plf Load Start 0 ft 12.5 ft Comparisons with required sections: Req'd Provided Load End 12.5 ft 16.34 ft Section Modulus: 145.93 in3 171.5 in3 Load Length 12.5 ft 3.84 ft Area(Shear): 38.74 in2 73.5 in2 Moment of Inertia(deflection): 1024.62 in4 1200.5 in4 Moment: 34667 ft-lb 40742 ft-lb Shear: -7489 lb 14210 lb NOTES ,Project:22186 WINDWOOD HOMES page 11111 Patrick Burke Location:M10-KIT.I STAIR HALL BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 (2) 1.5lNx11.25lNx6.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 81.1% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3058 Dead Load 0.01 in Total Load 0.03 IN L/2415 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1380 lb 1380 lb Dead Load 367 lb 367 lb Total Load 1747 lb 1747 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A 6 ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 460 plf #2-Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 582 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc--1-= 625 psi Fc--1-'= 625 psi Controlling Moment: 2620 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1223 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 34.94 in3 63.28 in3 Area (Shear): 10.19 in2 33.75 in2 Moment of Inertia(deflection): 41.91 in4 355.96 in4 Moment: 2620 ft-lb 4746 ft-lb Shear: -1223 lb 4050 lb NOTES page Project:22186 WINDWOOD HOMESEE Patrick Burke / ' M Location:M11 -RERA PORCH BM Alan ascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5INx9.25INx11.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 36.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1175 Dead Load 0.08 in Total Load 0.19 IN L/682 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 693 lb 693 lb Dead Load 501 lb 501 lb Total Load 1194 lb 1194 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top O ft A 11 ft —B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 217 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 3282 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1026 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 36.47 in3 49.91 in3 Area(Shear): 8.55 in2 32.38 in2 Moment of Inertia(deflection): 81.23 in4 230.84 in4 Moment: 3282 ft-lb 4492 ft-lb Shear: 1026 lb 3885 lb NOTES . Project:22186 WINDWOOD HOMES page lin Patrick Burke Location: M12-FOYER CLG BM BY GUEST RM DR Ira Alan Mascord Design Multi-Loaded Multi-Span Beam 1.1 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 33.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2387 Dead Load 0.04 in Total Load 0.08 IN L/1211 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1160 lb 1160 lb Dead Load 1126 lb 1126 lb Total Load 2286 lb 2286 lb Bearing Length 1.05 in 1.05 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft A 8f B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 290 plf #2-Douglas-Fir-Larch Uniform Dead Load 273 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 572 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.i to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 4572 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1783 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 55.42 in3 73.83 in3 Area(Shear): 14.86 in2 39.38 in2 Moment of Inertia(deflection): 82.29 in4 415.28 in4 Moment: 4572 ft-lb 6091 ft-lb Shear: 1783 lb 4725 lb NOTES page Project:22186 WINDWOOD HOMES En Patrick Burke ' Location:M13-FLUSH BM @ FOYER Alan Mascord Design Multi Loaded Multi Span Beam ME 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __,. , , :._Portland.OR 97210 5.125 IN x 10.5IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 3.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/806 Dead Load 0.09 in Total Load 0.21 IN L/476 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2257 lb 4690 lb Dead Load 1429 lb 3455 lb Total Load 3686 lb 8145 lb Bearing Length 1.11 in 2.45 in TR2 BEAM DATA Center Span Length 8.5 ft --- — _ _......__i Unbraced Length-Top O ft A 8.5 ft B Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.09 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1160 lb 3977 lb Cd=1.O0 Dead Load 1126 lb 2651 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 6 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 18183 ft-lb Left Live Load 160 plf 340 plf 5.95 Ft from left support of span 2(Center Span) Left Dead Load 40 plf 307 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 160 plf 340 plf Controlling Shear: -7585 lb Right Dead Load 40 plf 307 plf At a distance d from right support of span 2(Center Span) Load Start 0 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 6 ft 8.5 ft Load Length 6 ft 2.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 90.92 in3 94.17 in3 Area(Shear): 42.93 in2 53.81 in2 Moment of Inertia(deflection): 249.43 in4 494.4 in4 Moment: 18183 ft-lb 18834 ft-lb Shear: -7585 lb 9507 lb NOTES ,Project:22186 WINDWOOD HOMES page 11111 Patrick Burke Location: M14-EXTERIOR BM @ FRONT ENTRY Alan Mascord Design / Multi-Loaded Multi-Span Beam Er 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5INx5.5INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By:78.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1522 Dead Load 0.03 in Total Load 0.08 IN L/895 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 378 lb 378 lb Dead Load 265 lb 265 lb Total Load 643 lb 643 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A s rt B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Controlling Moment: 964 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 553 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 9.88 in3 17.65 in3 Area(Shear): 4.6 in2 19.25 in2 Moment of Inertia(deflection): 13.01 in4 48.53 in4 Moment: 964 ft-lb 1720 ft-lb Shear: 553 lb 2310 lb NOTES page Project:22186 WINDWOOD HOMES ME Patrick Burke / Location: Mi -DINING RM WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _..4r'va -_Portland,OR 97210 5.5 IN x 11.5 IN x 8.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 12.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1628 Dead Load 0.04 in Total Load 0.10 IN L/965 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2320 lb 2320 lb Dead Load 1595 lb 1595 lb Total Load 3915 lb 3915 lb Bearing Length 1.14 in 1.14 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft8fr � B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 580 plf #2-Douglas-Fir-Larch Uniform Dead Load 385 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 979 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1-to Grain: Fc- = 625 psi Fc--L'= 625 psi Controlling Moment: 7830 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3054 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 107.38 in3 121.23 in3 Area(Shear): 26.94 in2 63.25 in2 Moment of Inertia(deflection): 173.43 in4 697.07 in4 Moment: 7830 ft-lb 8840 ft-lb Shear: -3054 lb 7168 lb NOTES Page Project:22186 WINDWOOD HOMES11111 Patrick Burke Location: M16-REAR PORCH SIDE BMS Alan Mascord Design Multi-Loaded Multi Span Beam ISM 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] __, ._ Portland, OR 97210 3.5INx11.25INx9.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By:20.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1864 Dead Load 0.04 in Total Load 0.10 IN L/1097 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1177 lb 790 lb Dead Load 824 lb 563 lb Total Load 2001 lb 1353 lb Bearing Length 0.91 in 0.62 in oaf BEAM DATA Center Span Length 9 ft Unbraced Length-Top O ft A s ft B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 731 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 488 lb Comp.1 to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Location 4 ft Controlling Moment: 5059 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.96 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 214 plf 76 plf Controlling Shear: 1672 lb Left Dead Load 143 plf 50 plf At a distance d from left support of span 2(Center Span) Right Live Load 214 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 143 plf 50 plf Load Start Oft 4 ft Comparisons with required sections: Req'd Provided Load End 4 ft 9 ft Section Modulus: 61.32 in3 73.83 in3 Load Length 4 ft 5 ft Area(Shear): 13.94 in2 39.38 in2 Moment fIn i (deflection): 6in4 o ert a 90 8 415.28 in4 Moment: 5059 ft-lb 6091 ft-lb Shear: 1672 lb 4725 lb NOTES page Project:22186 WINDWOOD HOMES El Patrick Burke / Location:U1 -BR#3 WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] ___„.../...414,44:::,,„Portland, OR 97210 5.125 IN x 9.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:15 PM Section Adequate By:6.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/855 Dead Load 0.08 in Total Load 0.19 IN L/509 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 4618 lb 1462 lb Dead Load 3117 lb 1015 lb Total Load 7735 lb 2477 lb Bearing Length 2.32 in 0.74 in TR"' m, BEAM DATA Center "" `� � Span Length 8 ft `---AI Unbraced Length-Top O ft A 8 ft g Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.11 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 10 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 5147 lb Cd=1.00 Dead Load 3431 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 76 plf 126 plf Controlling Moment: 11429 ft-lb Left Dead Load 50 plf 84 plf 1.52 Ft from left support of span 2(Center Span) Right Live Load 76 plf 126 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 84 plf Controlling Shear: 7638 lb Load Start 0 ft 1.5 ft At a distance d from left support of span 2(Center Span) Load End 1.5 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 6.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 57.15 in3 69.19 in3 Area(Shear): 43.23 in2 46.13 in2 Moment of Inertia(deflection): 146.89 in4 311.34 in4 Moment: 11429 ft-lb 13838 ft-lb Shear: 7638 lb 8149 lb NOTES , Project:22186 WINDWOOD HOMES page 11111 Patrick Burke Location:U2-REC RM WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx5.5INx8.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:15 PM Section Adequate By:0.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/642 Dead Load 0.10 in Total Load 0.25 IN L/378 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 504 lb 504 lb Dead Load 353 lb 353 lb Total Load 857 lb 857 lb Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 off Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 1713 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -771 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 17.57 in3 17.65 in3 Area(Shear): 6.43 in2 19.25 in2 Moment of Inertia(deflection): 30.84 in4 48.53 in4 Moment: 1713 ft-lb 1720 ft-lb Shear: -771 lb 2310 lb NOTES page Project:22186 WINDWOOD HOMES Patrick Burke / Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] -t4 :_Portland.OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep - Section Footing Design Adequate StruCalc Version 10.0.1.4 6/22/2017 3:27:13 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS 3.5 in.-.. _-- Bearing Calculations: Ultimate BearingPressure: Qu= 1400 sf p Effective Allowable Soil BearingPressure:Qe= 1400 psf Required Footing Area: Areq= 1.77 sf Area Provided: A= 1,77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb Bin Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb 3 in Allowable Beam Shear: Vc1 = 3509 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in 1.5 ft Punching Shear: Vu2= 2235 lb Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb NOTES Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Footing plus soil above footing weight: Wt= 114 lb Project:22186 WINDWOOD HOMES page 1111 Patrick Burke Location:F20-TYP ISOLATED BR'G PAD Emit Alan Mascord Design Footing IIII 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] �,. se .. Portland, OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 6/22/2017 3:27:13 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 1-3.5in- Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): ! 3 in Beam Shear: Vu1 = 535 lb Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): 1sss7n- Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb NOTES Footing plus soil above footing weight: Wt= 224 lb Project:22186 WINDWOOD HOMES page BE Patrick Burke Location: F24-TYP ISOLATED BR'G PAD ir Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _Y,r -0 ;,.Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN - Section Footing Design Adequate StruCalc Version 10.0.1.4 6/22/2017 3:27:13 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in I 3.5 in—, Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb T Beam Shear Calculations(One Way Shear): sin Beam Shear: Vul = 630 lb i Allowable Beam Shear: Vc1 = 8800 lb —2 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb NOTES Footing plus soil above footing weight: Wt= 387 lb page Project:22186 WINDWOOD HOMES1111111 Patrick Burke Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Eli 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ y Portland,OR 97210 Footing Size: 2.5 FT x 2.5 FT x 15.00 IN - Section Footing Design Adequate StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required:uired: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 766 lb Allowable Beam Shear: Vc1 = 14300 lb 2.5 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb NOTES Footing plus soil above footing weight: Wt= 755 lb Project:22186 WINDWOOD HOMES page En Patrick Burke Location:F36-TYP ISOLATED BR'G PAD Em Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _....-t1,4,0-,-,044,{._Portland. OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 5.90 IN.O.C. E/W/(6)min. StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE F 3.5 in Width: W= 3 ft I Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood ' n �_ . n _.__ n Column Width: m= 3.5 in — i Column Depth: n= 3.5 in 13 in FOOTING CALCULATIONS 3ft i Bearing Calculations: F-3.5in-1 Ultimate Bearing Pressure: Qu= 1350 psf I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 12lin'; Allowable Bearing: Bear-A= 33841 lb p n n 0 0 9 Beam Shear Calculations(One Way Shear): T Beam Shear: Vul = 4607 lb Sin Allowable Beam Shear: Vc1 = 22275 lb 3ft— ' Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn= 495215 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.92 in Steel Required Based on Moment: As(1)= 0.17 in2 Min.Code Req'd Reinf. Flex. Members(ACI-10.5.1):As(2)= 0.99 in2 Controlling Reinforcing Steel: As-reqd= 0.99 in2 Selected Reinforcement: #4's @ 5.9 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22186 WINDWOOD HOMES page 11111 Patrick Burke Location: F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 11111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __-. 3 r0. [:- Portland,OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 12 in i3.5in{ Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 12 in Column Depth: n= 3.5 in ; p n n n 0 q FOOTING CALCULATIONS �3 in Bearing Calculations: 3.5ft Ultimate Bearing Pressure: Qu= 1350 psf i3sin,. Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.25 sf — Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): F ° Q —_ Beam Shear: Vu1 = 7028 lb ; 3 in Allowable Beam Shear: Vc1 = 25988 lb 3.5 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb Factored Moment: Mu= 121547 in-lb Nominal Moment Strength: Mn= 499409 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.79 in Steel Required Based on Moment: As(1)= 0.28 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1):As(2)= 1.16 in2 Controlling Reinforcing Steel: As-reqd= 1.16 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in NOTES Project:22186 WINDWOOD HOMES page Ill Patrick Burke / Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 on Alan Mascord Design Column 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] tPortland. OR 97210 3.51Nx3.51Nx4.OFT i #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA Total Column Length: 4 ft B Unbraced Length(X-Axis)Lx: 4 ft Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=9.1 5 Cp=0.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 0 psi Cd=0.90 CF=9.50 aft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 0 psi Cd=0.90 CF=150 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 A Ley/dy= 13.71 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 0 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 0 psi Combined Stress Factor: CSF= 1 NOTES page Project:22186 WINDWOOD HOMES 1111 Patrick Burke / Location:FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column Eri 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] __'.. seks ...Portland, OR 97210 5.5 IN x 5.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/22/2017 3:27:14 PM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn= 18547 lb COLUMN DATA Total Column Length: 4 ft B Unbraced Length(X-Axis)Lx: 4 ft Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 613 psi Cd=0.90 Cp=0.97 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi Cd=O.90 CF=1.00 4 ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi Cd=0.90 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 8.73 Ley/dy= 8.73 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 675 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi Combined Stress Factor: CSF= 1 NOTES