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Specifications • //rt C 2 CS- .2 f'- i4/6 G,) /76F7CT rallrin ALAN Kagit ij:ECIEWED APR 2 8 2015 DESIGN ASSOCIATES, T CITY OF TIGARD - IL DIG DIVISION Four D Construction 22151A GRAVITY LOADS DESIGNED TO AFPA NDS-05 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 17# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 100# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 1305 N.W. 18TH AVE. PORTLAND, OR. 97209 Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Mil Location:R1-MULT RAFTER BR 3 DORMER. . Larry aWlc 9.0ield / @ StruCalc 9.0 Multi-Loaded Multi-Span Beam 1,1 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 (2) 1.5 IN x 7.25 IN x 6.5 FT �,��fr`r � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:01 AM Section Adequate By:61.2% 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 0.05 IN L/1497 Dead Load 0.03 in Total Load 0.08 IN L/921 Live Load Deflection Criteria L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 625 lb 623 lb Dead Load 391 lb 390 lb Total Load 1016 lb 1013 lb Bearing Length 0.54 in 0.54 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft 6.5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.15 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 5 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 5 plf ` Cd=1.15 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Cd=1.15 Live Load 153 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 92 lb Comp.-Ito Grain: Fc- L= 625 psi Fc-1'= 625 psi Location 5.5 ft Controlling Moment: 1687 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.31 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 188 plf 61 plf Controlling Shear: -953 lb Left Dead Load 113 plf 37 plf At a distance d from right support of span 2(Center Span) Right Live Load 188 plf 61 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 113 plf 37 plf Load Start 0 ft 5.5 ft Comparisons with required sections: Read Provided Load End 5.5 ft 6.5 ft Section Modulus: 16.3 in3 26.28 in3 Load Length 5.5 ft 1 ft Area(Shear): 6.91 in2 21.75 in2 Moment of Inertia(deflection): 24.81 in4 95.27 in4 Moment: 1687 ft-lb 2720 ft-lb Shear: -953 lb 3002 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page LaLocation: R1-DORMER DOUBLERS Widdield StruCalc 9.0 Multi-Loaded Multi-Span Beam 12111 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] _Portland,OR 97210 or (2)1.5 INx7.25INx5.33FT ` � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:11 AM Section Adequate By:210.2% 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 0.01 IN L/4296 Dead Load 0.01 in Total Load 0.03 IN L12501 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 333 lb 333 lb Dead Load 239 lb 239 lb Total Load 572 lb 572 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 5.33 ft Unbraced Length-Top 0 ft 5.33 ft Unbraced Length-Bottom 5.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch Uniform Dead Load 85 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 215 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- = 625 psi Fc--i'= 625 psi Controlling Moment: 762 ft-lb 2.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 446 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: Rea'd Provided Section Modulus: 8.47 in3 26.28 in3 Area(Shear): 3.72 in2 21.75 in2 Moment of Inertia(deflection): 9.14 in4 95.27 in4 Moment: 762 ft-lb 2365 ft-lb Shear: 446 lb 2610 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) nii Larry Widdifield Location:U1-HDR OVER BR 4 WINDOW StruCalc 9.0 Multi Loaded Multi Span Beam 2187 NW Reed St.Suite 100 _ or [2015 International Building Code(2012 NDS)] rie :_Portland,OR 97210 5.5 IN x 9.5 IN x 6.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:22 AM Section Adequate By:30.6% ' Controlling Factor:Moment - DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2263 Dead Load 0.02 in - Total Load 0.06 IN U1339 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B t Live Load 1303 lb 1012 lb Dead Load 903 lb 710 lb Total Load 2206 lb 1722 lb 1, Bearing Length 0.64 in 0.50 in TRt 1 SEAM DATA Center Span Length 6.33 ft 1 Unbraced Length-Top 0 ft A 6.33 ft Unbraced Length-Bottom 6.33 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 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 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 1147 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 765 lb Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi - Location 3.17 ft Controlling Moment: 4618 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN " 3.16 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 277 plf 92 plf Controlling Shear: 1848 lb Left Dead Load 184 plf 61 plf At a distance d from left support of span 2(Center Span) Right Live Load 277 plf 92 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 184 plf 61 plf Load Start 0 ft 3.17 ft Comparisons with required sections: Req'd Provided Load End 3.17 ft 6.33 ft Section Modulus: 63.33 in3 82.73 in3 Load Length 3.17 ft 3.16 ft Area(Shear): 16.3 in2 52.25 in2 Moment of Inertia(deflection): 70.41 in4 392.96 in4 Moment: 4618 ft-lb 6032 ft-lb Shear: 1848 lb 5922 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Larry Widdifield Location: U2-Beam over BR-3 StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] _Portland,OR 97210 or 6.75 INx13.5INx19.17FT ` � 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:21 AM Section Adequate By: 10.4% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.51 IN L/450 Dead Load 0.36 in -Total Load 0.87 IN U265 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3641 lb 3602 lb 3 Dead Load 2567 lb 2526 lb Total Load 6208 lb 6128 lb 1 z Bearing Length 1.41 in 1.40 in - 11/111111/1113"1111111111121111.11111 BEAM DATA Center Span Length 19.17 ft A ft Unbraced Length-Top O ft 19.171 Unbraced Length-Bottom 19.17 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0.54 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2678 psi Live Load 623 lb 623 lb 1177 lb Cd=1.15 Cv=0.97 Dead Load 390 lb 390 lb 785 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 6.67 ft 13.67 ft 14.17 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc-I-= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 292 plf 342 plf 273 plf 143 plf Controlling Moment: 32213 ft-lb Left Dead Load 193 plf 223 plf 181 plf 89 plf 9.97 Ft from left support of span 2(Center Span) Right Live Load 292 plf 342 plf 273 plf 143 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf 223 plf 181 plf 89 plf Controlling Shear: -5887 lb Load Start 0 ft 3.17 ft 6.67 ft 13.67 ft At a distanced from right support of span 2(Center Span) Load End 3.17 ft 6.67 ft 13.67 ft 19.17 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.17 ft 3.5 ft 7 ft 5.5 ft Comparisons with required sections: Reci'd Provided Section Modulus: 144.35 in3 205.03 in3 Area(Shear): 28.97 in2 91.13 in2 Moment of Inertia(deflection): 1253.83 in4 1383.96 in4 Moment: 32213 ft-lb 45754 ft-lb Shear: -5887 lb 18514 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Mill Larry 0 Widdifield9 / Location:U3 HDR-Over Mater BR StruCalc 9.0 Multi-Loaded Multi-Span Beam Mill 2187 NW Reed St.Suite 100 of . [2015 International Building Code(2012 NDS)] f 4y :_Portland,OR 97210 5.5 IN x 11.51N x 6.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:23 AM Section Adequate By:44.7% Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2604 ' Dead Load 0.02 in Total Load 0.05 IN U1542 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 1891 lb 1665 lb Dead Load 1305 lb 1154 lb Total Load 3196 lb 2819 lb , Bearing Length 0.93 in 0.82 in ! . .TR2 REAM DATA Center x.. � Span Length 6.67 ft ., ... Unbraced Length-Top 3 ft A 6.67 ft Unbraced Length-Bottom 6.67 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'= 873 psi Total Uniform Load 14 plf Cd=1.00 CI=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN 7 Cd=1.00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 1583 lb Comp.l to Grain: Fc-1= 625 psi Fc--L'= 625 psi Dead Load 1055 lb 1. Location 2 ft Controlling Moment: 6097 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN . 2.33 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 92 plf 383 plf Controlling Shear: 3040 lb Left Dead Load 61 plf 255 plf At a distance d from left support of span 2(Center Span) Right Live Load 92 plf 383 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 61 plf 255 plf Load Start 0 ft 2 ft Comparisons with required sections: Req'd Provided Load End 2 ft 6.67 ft Section Modulus: 83.81 in3 121.23 in3 Load Length 2 ft 4.67 ft Area(Shear): 26.83 in2 63.25 in2 Moment of Inertia(deflection): 162.69 in4 697.07 in4 Moment: 6097 ft-lb 8820 ft-lb Shear: 3040 lb 7168 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page 1111111 Larry Widdifield Location:M1-HDR Over shop Door StruCalc 9.0 Multi-Loaded Multi-Span Beam ll 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ,, ._Portland,OR 97210 5.5 IN x 11.5 IN x 3.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:02 AM Section Adequate By: 129.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/8637 .Dead Load 0.00 in Total Load 0.01 IN L/5247 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1744 lb 1463 lbi. Dead Load 1142 lb 958 lb TR3 ' Total Load 2886 lb 2421 lb _-=-- Bearing Length 0.84 in 0.70 in TRI SEAM DATA Center Span Length 3.5 ft R... �s- Unbraced Length-Top 3.5 ft 3.5 ft Unbraced Length-Bottom 3.5 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'= 873 psi Total Uniform Load 14 plf Cd=1.00 C1=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 2074 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1287 lb Comp.1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.5 ft Controlling Moment: 3846 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.5 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 275 plf 0 plf 240 plf Controlling Shear: 2485 lb Left Dead Load 170 plf 80 plf 90 plf At a distance d from left support of span 2(Center Span) Right Live Load 275 plf 0 plf 240 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 170 plf 80 plf 90 plf Load Start 1.5 ft Oft O ft Comparisons with required sections: Req'd Provided Load End 3 ft 3 ft 3 ft Section Modulus: 52.89 in3 121.23 in3 Load Length 1.5 ft 3 ft 3 ft Area(Shear): 21.93 in2 63.25 in2 Moment of Inertia(deflection): 31.89 in4 697.07 in4 Moment: 3846 ft-lb 8816 ft-lb Shear: 2485 lb 7168 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Ell Larry Widdifield Location:M2-Between Shop and Garage StruCalc 9.0 Uniformly Loaded Floor Beam 2187 NW Reed St.Suite 100 of , [2015 International Building Code(2012 NDS)] elo ._Portland,OR 97210 5.5 INx11.5INx10.75FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:07 AM Section Adequate By: 13.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/926 Dead Load 0.04 in Total Load 0.18 IN L/722 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 2258 lb 2258 lb Dead Load 638 lb 638 lb Total Load 2896 lb 2896 lb Bearing Length 0.84 in 0.84 in SEAM DATA Center Span Length 10.75 ft Unbraced Length-Top 0 ft 10.75 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Si e 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 875 psi Fb'= 875 psi Floor Dead Load FDL= 10 psf 10 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 5.5 ft 5 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi SEAM LOADING Comp.±to Grain: Fc-±= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 420 plf Controlling Moment: 7782 ft-lb Beam Total Dead Load: wD= 105 plf 5.375 ft from left support Beam Self Weight: BSW= 14 plf Total Maximum Load: wT= 539 plf Created by combining all dead and live loads. Controlling Shear: 2432 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 106.72 in3 121.23 in3 Area(Shear): • 21.46 in2 63.25 in2 Moment of Inertia(deflection): 361.16 in4 697.07 in4 Moment: 7782 ft-lb 8840 ft-lb Shear: 2432 lb 7168 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Eli Larry Widdifield Location:M3-FLr joist supporting BR-3 Dormer StruCalc 9.0 Multi-Loaded Multi-Span Beam ill 2187 NW Reed St.Suite 100 0f [20'15 International Building Code(2012 NDS)] Portland,OR 97210 (2)1.51N x 11.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:02 AM Section Adequate By:0.2% 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 0.07 IN U1645 Dead Load 0.07 in Total Load 0.14 IN U854 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B + Live Load 636 lb 739 lb Dead Load 697 lb 602 lb Total Load 1333 lb 1341 lb Bearing Length 0.71 in 0.72 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A +o n 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 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 600 lb Comp.- to Grain: Fc--L= 625 psi Fc-1'= 625 psi Dead Load 360 lb Location 6 ft Controlling Moment: 4738 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.8 Ft from left support of span 2(Center Span) Load Number One Two Three Four Created by combining all dead loads and live loads on span(s)2 Left Live Load 100 plf 52 plf 26 plf 0 plf Controlling Shear: 1308 lb Left Dead Load 140 plf 20 plf 28 plf 20 plf At a distanced from left support of span 2(Center Span) Right Live Load 100 plf 52 plf 26 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 20 plf 28 plf 20 plf Load Start 1.5 ft 6 ft 1.5 ft O ft Comparisons with required sections: Reo'd Provided Load End 6 ft 10 ft 6 ft 1.5 ft Section Modulus: 63.17 in3 63.28 in3 Load Length 4.5 ft 4 ft 4.5 ft 1.5 ft Area(Shear): 10.9 in2 33.75 in2 Moment of Inertia(deflection): 100 in4 355.96 in4 Moment: 4738 ft-lb 4746 ft-lb Shear: 1308 lb 4050 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield Location:M4 FLR JSTS Fron of Garage 11111Larry 9.0 Multi-Loaded Multi-Span Beam III 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ___vl1 eJ .:Portland,OR 97210 5.125 IN x 18.0 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:03 AM Section Adequate By:3228.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B i Live Load 187 lb 322 lb Dead Load 252 lb 278 lb Total Load 439 lb 600 lb Bearing Length 0.13 in 0.18 in SEAM DATA Cefligf . , . . -. _. _ ...,_ ... ._... <>.v,_,.._.n.. ..._. .. ....._. ..._„ Span Length 10 ft Unbraced Length-Top 0 ft ion Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi LoadNumber Cd=1.00 Live Looadd217 IOne Dead Load 130 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN ^ Comp.-L to Grain: Fc-L= 650 psi Fc-1'= 650 psi Load Number One o Left Live Load 14 plf 52 plf Controlling Moment: 1663 ft-lb Left Dead Load 20 plf 20 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 14 plf 52 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 20 plf 20 plf Controlling Shear: -462 lb Load Start 0 ft 6 ft At a distanced from right support of span 2(Center Span) Load End 6 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 4 ft Comparisons with required sections: Reo'd Provided Section Modulus: 8.32 in3 276.75 in3 Area(Shear): 2.61 in2 92.25 int Moment of Inertia(deflection): 29.91 in4 2490.75 in4 Moment: 1663 ft-lb 55350 ft-lb Shear: -462 lb 16298 lb „ Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Larry Widdifield Location:M5-Main Beam Over Garage StruCalc 9.0 Multi-Loaded Multi-Span Beam III2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] �r� Portland,OR 97210 or 5.125 IN x 18.0 IN x 20.0 FT �1 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:04 AM Section Adequate By:34.0% controlling Factor: Moment DEFLECTIONS Center WADING DIAGRAM Live Load 0.36 IN L/669 .Dead Load 0.30 in Total Load 0.66 IN L/366 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B 2 Live Load 4402 lb 4605 lb i Dead Load 3313 lb 4374 lbiillinillil Total Load 7715 lb 8979 lb Bearing Length 2.32 in 2.70 in • ` _ TR1, .1 , REAM DATA Cen er T� s_ L_ . -- Span Length 20 ft Unbraced Length-Top 0 ft 20ft Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 Camber Required 0.45 ' UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2316 psi Load Number One Two Cd=1.00 Cv=0.96 Live Load 739 lb 739 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 602 lb 602 lb Cd=1.00 Location 6.5 ft 13 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Cgmp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 413 plf 250 plf 310 plf 150 plf Controlling Moment: 39867 ft-lb Left Dead Load 256 plf 150 plf 150 plf 342 plf 11.0 Ft from left support of span 2(Center Span) Right Live Load 413 plf 250 plf 310 plf 150 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 256 plf 150 plf 150 plf 342 plf Controlling Shear: -7619 lb Load Start 0 ft 6.5 ft 13 ft 13 ft At a distanced from right support of span 2(Center Span) Load End 6.5 ft 13 ft 20 ft 20 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.5 ft 6.5 ft 7 ft 7 ft Comparisons with required sections: Reo'd Provided Section Modulus: 206.57 in3 276.75 in3 Area(Shear): 43.12 in2 92.25 in2 Moment of Inertia(deflection): 1632.81 in4 2490.75 in4 Moment: 39867 ft-lb 53411 ft-lb Shear: -7619 lb 16298 lb page 1 Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield J Location:M6-Garage dr HDR ® StruCalc 9.0 Multi-Loaded Multi-Span Beam N 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ .._Portland,OR 97210 5.125 IN x 13.5IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:05 AM Section Adequate By: 1.0% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/737 Dead Load 0.28 in - Total Load 0.54 IN L/363 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 2286 lb 2286 lb 2 Dead Load 2558 lb 2558 lb Total Load 4844 lb 4844 lb I1 Bearing Length 1.45 in 1.45 in TR' . 4 TR2 i TRS 9 REAM DATA enter ro Span Length 16.5 ft s � „���,F_.��,N .��.,,•..� ... .._..,.,„�o.,�:�,�.�,�,r_� , � � .�.�,�.�r<,,, , Unbraced Length-Top 16.5 ft -16.5k Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.28 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN • Load Number One Two Fbcmpr= 1850 psi Fb'= 2328 psi Live Load 636 lb 636 lb Cd—=1.00 CI=0.97 Dead Load 697 lb 697 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft 11.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three - Left Live Load 187 plf 220 plf 187 plf Controlling Moment: 20562 ft-lb Left Dead Load 252 plf 147 plf 252 plf 8.25 Ft from left support of span 2(Center Span) Right Live Load 187 plf 220 plf 187 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 252 plf 147 plf 252 plf Controlling Shear: -4395 lb Load Start 0 ft 5 ft 11.5 ft At a distance d from right support of span 2(Center Span) Load End 5 ft 11.5 ft 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 6.5 ft 5 ft Comparisons with required sections: Read Provided Section Modulus: 105.99 in3 155.67 in3 Area(Shear): 24.88 in2 69.19 in2 Moment of Inertia(deflection): 1040.79 in4 1050.79 in4 Moment: 20562 ft-lb 30200 ft-lb Shear: -4395 lb 12223 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) ® page Larry Widdifield Location:M7-BM BTWN GREAT RM/KITCHEN StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _Portland,OR 97210 5.51N x 12.0 IN x 18.67 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:27 AM Section Adequate By: 15.9% Controlling Factor:Deflection DEFLECTIONS aulei WADING DIAGRAM ,Live Load 0.54 IN L/417 _Dead Load 0.16 in Total Load 0.70 IN L/321 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2614 lb 2614 lb Dead Load 787 lb 787 lb Total Load 3401 lb 3401 lb Bearing Length 0.95 in 0.95 in ElEAM DATA Center Span Length 18.67 ft , .,_, ..__�, ;.F: . . -..., . ._„_r,.._,. .,- Unbraced Length-Top 0 ft 18.67 ft Unbraced Length-Bottom 18.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.16 Uniform Live Load 280 plf Notch Depth 0.00 Uniform Dead Load 70 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 364 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 15873 ft-lb 9.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3061 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: 79.37 in3 132 in3 Area(Shear): 17.32 in2 66 in2 Moment of Inertia(deflection): 683.21 in4 792 in4 Moment: 15873 ft-lb 26400 ft-lb Shear: -3061 lb 11660 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield Location:M8-Joists over Dining Rm ® StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 (2)1.5 INx11.25INx11.0FT � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:06 AM Section Adequate By: 146.5% 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/3043 Dead Load 0.03 in Total Load 0.07 IN U1793 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U360 REACTIONS A Live Load 413 lb 413 lb Dead Load 288 lb 288 lb Total Load 700 lb 700 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft »n B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Cen er MATERIAL PROPERTIES Uniform Live Load 75 plf #2-Douglas-Fir-Larch Uniform Dead Load 45 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 127 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi 4 Cd=1.00 • Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 1926 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: -588 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: Reed Provided Section Modulus: 25.68 in3 63.28 in3 Area(Shear): 4.9 in2 33.75 int Moment of Inertia(deflection): 71.48 in4 355.96 in4 Moment: 1926 ft-lb 4746 ft-lb Shear: -588 lb 4050 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page BE Larry Widdifield Location:M9-BM Between Foyar and Dining StruCalc 9.0 Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] _Portland,OR 97210 of 5.5 INx12.0INx9.5FT � 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:24 AM Section Adequate By: 11.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM -Live Load 0.14 IN L/800 ,Dead Load 0.09 in Total Load 0.23 IN L/486 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3823 lb 3766 lb 2 Dead Load 2623 lb 2379 lb Total Load 6446 lb 6145 lb wimilimmilmI Bearing Length 1.80 in 1.72 in BEAM DATA Center - Span Length 9.5 ft :._..,_. ,. _-.. ,r�_,_—. ;, s . .,.. :.>. Unbraced Length-Top 0 ft A 9.5 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.09 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 14 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 720 lb 4044 lb Cd=1.00 Dead Load 270 lb 2696 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 301 plf 541 plf 240 plf Controlling Moment: 23720 ft-lb Left Dead Load 264 plf 304 plf 120 plf 4.94 Ft from left support of span 2(Center Span) Right Live Load 301 plf 541 plf 240 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 264 plf 304 plf 120 plf Controlling Shear: 5896 lb Load Start O ft 4 ft 5 ft At a distance d from left support of span 2(Center Span) Load End 4 ft 5 ft 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 1 ft 4.5 ft Comparisons with required sections: Rea'd Provided Section Modulus: 118.6 in3 132 in3 Area(Shear): 33.37 in2 66 in2 Moment of Inertia(deflection): 390.74 in4 792 in4 Moment: 23720 ft-lb 26400 ft-lb Shear: 5896 lb 11660 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Ell Larry Widdifield0 LocaMulti-Loaded Muion: lti-Span Sp n B R over a 2187 N Door Ic W Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] __,1,40,16.14,{._Portland,OR 97210 5.5INx7.25INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:18 AM Section Adequate By:50.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2584 Dead Load 0.02 in Total Load 0.04 IN L/1517 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A_ Live Load 938 lb 938 lb Dead Load 659 lb 659 lb • Total Load 1597 lb 1597 lb Bearing Length 0.46 in 0.46 in J3EAM DATA Center • Span Length 5 ft Unbraced Length-Top 0 ft 5ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 375 plf #2-Douglas-Fir-Larch Uniform Dead Load 255 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 639 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. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 1996 ft-lb 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: 1213 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: 31.93 in3 48.18 in3 Area(Shear): 10.71 in2 39.88 in2 Moment of Inertia(deflection): 27.63 in4 174.66 in4 Moment: 1996 ft-lb 3011 ft-lb Shear: 1213 lb 4519 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page 111111• Larry Widdifield Location:M11-Bm between Great Rm&Hall StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] Portland,OR 97210 of 5.125 INx12.0INx6.0FT �` � 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:19 AM Section Adequate By: 1250.6% Controlling Factor:Shear • REFLECTIONS Center LOADING DIAGRAM _ Live Load 0.01 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U8319 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 714 lb 714 lb Dead Load 469 lb 469 lb Total Load 1183 lb 1183 lb Bearing Length 0.36 in 0.36 in REAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 238 plf Notch Depth 0.00 Uniform Dead Load 143 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 394 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 1774 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: -804 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: Rea'd Provided Section Modulus: 8.87 in3 123 in3 Area(Shear): 4.55 in2 61.5 in2 Moment of Inertia(deflection): 21.29 in4 738 in4 Moment: 1774 ft-lb 24600 ft-lb Shear: -804 lb 10865 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) 1111 Larry Widdifield / Location:M12-FRONT PORCH SIDE BM StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _Portland,OR 97210 3.5 IN x 11.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:19 AM Section Adequate By:2496.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX ► Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 188 lb 188 lb Dead Load 125 lb 125 lb Total Load 313 lb 313 lb Bearing Length 0.14 in 0.14 in )BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft aft B Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 209 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.±to Grain: Fc- L= 625 psi Fc-±'= 625 psi Controlling Moment: 235 ft-lb 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: -119 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 Provide Section Modulus: 2.84 in3 73.83 in3 Area(Shear): 0.99 in2 39.38 in2 Moment of Inertia(deflection): 2.37 in4 415.28 in4 Moment: 235 ft-lb 6091 ft-lb Shear: -119 lb 4725 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) E. page Larry Widdifield Location:M13-FRONT PORCH FRONT BM StruCalc 9.0 Multi-Loaded Multi-Span Beam IIII 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] _Portland,OR 97210 or 3.5 INx11.25INx6.0FTrs'la . #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:20 AM Section Adequate By: 1207.3% Controlling Factor:Moment DEFLECTIONS Center )LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 150 lb 150 lb Dead Load 161 lb 161 lb Total Load 311 lb 311 lb Bearing Length 0.14 in 0.14 in SEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 50 plf #2-Douglas-Fir-Larch Uniform Dead Load 45 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 104 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.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Gontrolling Moment: 466 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: -217 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: 5.65 in3 73.83 in3 Area(Shear): 1.81 in2 39.38 in2 Moment of Inertia(deflection): 9.43 in4 415.28 in4 Moment: 466 ft-lb 6091 ft-lb Shear: -217 lb 4725 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) no Larry Widdifield Location:M14-WINDOW HDR AT GREAT RM StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 3.5 IN x 9.25 IN x 9.91 FT(3.3+3.3+3.2) � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:25 AM Section Adequate By: 174.2% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN UMAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in 4 Total Load 0.00 IN UMAX 0.00 IN UMAX 0.01 IN U6858 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 608 lb 1570 lb 2353 lb 1117 lb Dead Load 259 lb 601 lb 1203 lb 599 lb Total Load 867 lb 2171 lb 3556 lb 1717 lb Bearing Length 0.40 in 0.99 in 1.63 in 0.78 in )SEAM DATA Left Center Right Span Length 3.33 ft 3.33 ft 3.25 ft Unbraced Length-Top O ft O ft O ft 3.33 ft 3.33 ft 3.25 ft ill- Unbraced Length-Bottom 3.33 ft 3.33 ft 3.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 393 plf 393 plf 776 plf #2-Douglas-Fir-Larch Uniform Dead Load 178 plf 178 plf 433 plf Base Values Adjusted Beam Self Weight 7 plf 7 plf 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 578 plf 578 plf 1216 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- = 625 psi Fc--- = 625 psi • - Controlling Moment: 1212 ft-lb 1.85 Ft from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s) 1,3 Controlling Shear: 1417 lb At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 13.47 in3 49.91 in3 Area(Shear): 11.81 in2 32.38 in2 Moment of Inertia(deflection): 8.19 in4 230.84 in4 Moment: 1212 ft-lb 4492 ft-lb Shear: 1417 lb 3885 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page 111111 Larry Widdifield Location:M15-MULT JSTS OVER GREAT RM BUILT-INS/FIREPLACE StruCalc 9.0 Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] Portland,OR 97210 or (2) 1.5 INx11.25INx19.17FT(7.2+4.7+7.2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:26 AM Section Adequate By: 166.9% Controlling Factor:Moment CAUTIONS , *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.01 IN L/7012 0.00 IN UMAX 0.01 IN U7012 Dead Load 0.01 in 0.00 in 0.01 in Total Load 0.03 IN U3289 -0.01 IN U7093 0.03 IN U3289 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B C D Live Load 516 lb 1258 lb 1258 lb 516 lb Dead Load 633 lb 1363 lb 1363 lb 633 lb Total Load 1149 lb 2622 lb 2622 lb 1149 lb Bearing Length 0.61 in 1.40 in 1.40 in 0.61 in BEAM DATA Left Center Right Span Length 7.25 ft 4.67 ft 7.25 ft Unbraced Length-Top O ft O ft O ft 7.25 ft 4.67 ft- 7.25 ft Unbraced Length-Bottom 7.25 ft 4.67 ft 7.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 163 plf 163 plf 163 plf #2-Douglas-Fir-Larch Uniform Dead Load 201 plf 201 plf 201P if Base Values Adjusted Beam Self Weight 7 plf 7 plf 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 371 plf 371 plf 371 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: 1778 ft-lb • 3.12 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,3 Controlling Shear: -1258 lb At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 23.71 in3 63.28 in3 Area(Shear): 10.48 in2 33.75 in2 Moment of Inertia(deflection): 25.98 in4 355.96 in4 Moment: 1778 ft-lb 4746 ft-lb Shear: -1258 lb 4050 lb page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield / Location:Multi-Loaded Multi-Span Beam 1 ® StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ,ffJJ Portland,OR 97210 (2) 1.5 IN x 7.25 IN x 5.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/22/2015 7:46:11 AM Section Adequate By:210.2% 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 0.01 IN U4296 Dead Load 0.01 in Total Load 0.03 IN U2501 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:L/240 REACTIONS e Live Load 333 lb 333 lb Dead Load 239 lb 239 lb Total Load 572 lb 572 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 5.33 ft - ,;...n ......_v . _.- r .. :..-.... .�.m. Unbraced Length-Top 0 ft 5.33 ft B Unbraced Length-Bottom 5.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch Uniform Dead Load 85 plf Base Values Adjusted Beam Self Weight 5 plf. Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 215 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. L to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 762 ft-lb 2.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 446 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: Read Provided Section Modulus: 8.47 in3 26.28 in3 Area(Shear): 3.72 in2 21.75 in2 Moment of Inertia(deflection): 9.14 in4 95.27 in4 Moment: 762 ft-lb 2365 ft-lb Shear: 446 lb 2610 lb Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page 1111111 Larry Widdifield Location:FT1 - for Garage beam M-5 StruCalc 9.0 Footing 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _Portland,OR 97210 Footing Size:2.66 FT x 2.66 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:12 AM 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= 2.66 ft Length: L= 2.66 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS F-5.5 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1269 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.65 sf Area Provided: A= 7.08 sf Baseplate Bearing: 12 in Bearing Required: Bear= 12617 lb Allowable Bearing: Bear-A= 83566 lb Cj Beam Shear Calculations(One Way Shear): 3 in Seam Shear: Vu1 = 3047 lb iylowable Beam Shear: Vc1 = 19751 lb � 2.66 n Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 10276 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 4605 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 4374 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 8979 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 12617 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 684 lb Factored Moment: Mu= 50341 in-lb Nominal Moment Strength: Mn= 335000 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.11 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.69 in2 Controlling Reinforcing Steel: As-reqd= 0.69 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12.96 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield Location:FT1A- for Garage beam M-5(outside wall) StruCalc 9.0 / Footing 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _1.50.‘15. :._Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.EM//(4)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:13 AM 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= 2.5 ft Length: L= 2.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS 1-5.5 in { Bearing Calculations: � Ultimate Bearing Pressure: Qu= 1234 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 5.71 sf Area Provided: A= 6.25 sf Baseplate Bearing: 12 in Bearing Required: Bear= 11019 lb Allowable Bearing: Bear-A= 83566 lb �' o P T Beam Shear Calculations(One Way Shear): in Beam Shear: Vu1 = 2479 lb Allowable Beam Shear: Vc1 = 18563 lb Punching Shear Calculations(Two Way Shear): 2.5 n Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 8704 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 4402 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3313 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 7715 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 11019 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 604 lb Factored Moment: Mu= 41321 in-lb Nominal Moment Strength: Mn= 334058 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.74 in Steel Required Based on Moment: As(1)= 0.09 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note:Plain concrete adequate for bending, therefore adequate development length not required. ,, Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page 11111 Larry Widdifield Location: FT2- in Garage for U2 (house side) StruCalc 9.0 Footing EN 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 12.00 IN – � Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(4)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:14 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi 1-7.5 in I Reinforcing Steel Yield Strength: Fy= 60000 psi I I Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 12 in 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE –1– Column Column Type: Wood 3 in Column Width: m= 5.5 in i_ Column Depth: n= 7.5 in I 2.5ft I FOOTING CALCULATIONS H-5.5 in- Bearing Calculations: Ultimate Bearing Pressure: Qu= 1282 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 5.94 sf Area Provided: A= 6.25 sf Baseplate Bearing: 12 in Bearing Required: Bear= 11635 lb Allowable Bearing: Bear-A= 113953 lb P o o 7- Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 2618 lb allowable Beam Shear: Vc1 = 18563 lb II Punching Shear Calculations(Two Way Shear): 2.5 ft Critical Perimeter: Bo= 59 in Punching Shear: Vu2= 8835 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90049 lb Live Load: PL= 5045 lb Allowable Punching Shear(ACI 11-36): vc2-b= 138600 lb Dead Load: PD= 2969 lb Allowable Punching Shear(ACI 11-37): vc2-c= 73013 lb Total Load: PT= 8014 lb Controlling Allowable Punching Shear: vc2= 73013 lb Ultimate Factored Load: Pu= 11635 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 604 lb Factored Moment: Mu= 43631 in-lb Nominal Moment Strength: Mn= 334058 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.74 in Steel Required Based on Moment: As(1)= 0.10 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) 111111 Larry Widdifield Location:FT2A-in Garage for U2(outer side) StruCalc 9.0�� Footing 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 Footing Size:2.33 FT x 2.33 FT x 12.00 IN ` s Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:15 AM Section Footing Design Adequate 4 FOOTING PROPERTIES LOADING DIAGRAM - Allowable Soil Bearing Pressure: Qs= 1500 psf ��'Sio 1 Concrete Compressive Strength: F'c= 2500 psi I I Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft 12 in Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in P n o o –1-- COLUMN COLUMN AND BASEPLATE SIZE 3 in Column Type: Wood _L Column Width: m= 5.5 in Column Depth: n= 7.5 in 2.33 ft FOOTING CALCULATIONS I-5.5 in--I Bearing Calculations: Ultimate Bearing Pressure: Qu= 909 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 3.66 sf Area Provided: A= 5.43 sf Baseplate Bearing: 12 in Bearing Required: Bear= 7045 lb Allowable Bearing: Bear-A= 113953 lb r o n 9 -i- Beam Shear Calculations(One Way Shear): — -3 in Beam Shear: Vu1 = 1444 lb Allowable Beam Shear: Vc1 = 17300 lb Punching Shear Calculations(Two Way Shear): 2.33 ft 2. Critical Perimeter: Bo= 59 in Punching Shear: Vu2= 5094 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90049 lb Live Load: PL= 2802 lb Allowable Punching Shear(ACI 11-36): vc2-b= 138600 lb Dead Load: PD= 2135 lb Allowable Punching Shear(ACI 11-37): vc2-c= 73013 lb Total Load: PT= 4937 lb Controlling Allowable Punching Shear: vc2= 73013 lb Ultimate Factored Load: Pu= 7045 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 525 lb Factored Moment: Mu= 24623 in-lb Nominal Moment Strength: Mn= 332916 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.79 in Steel Required Based on Moment: As(1)= 0.06 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.60 in2 Controlling Reinforcing Steel: As-reqd= 0.60 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 10.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Ell Larry Widdifield Location:FT3-at Kit Great room&Dining StruCalc 9.0 Footing NI 2187 NW Reed St.Suite 100 of 12015 International Building Code(2012 NDS)) Portland,OR 97210 Footing Size:2.67 FT x 2.67 FT x 14.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:16 AM 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= 2.67 ft Length: L= 2.67 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 10.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS I--4 in H _ I I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1292 psf Effective Allowable Soil Bearing Pressure: Qe= 1325 psf Required Footing Area: Areq= 6.95 sf Area Provided: A= 7.13 sf 14 in Baseplate Bearing: Bearing Required: Bear= 13645 lb Allowable Bearing: Bear-A= 44200 lb 0 0 0 0 T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 2457 lb Allowable Beam Shear: Vc1 = 24631 lb 2.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10946 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 131456 lb Live Load: PL= 6482 lb Allowable Punching Shear(ACI 11-36): vc2-b= 201413 lb Dead Load: PD= 2728 lb Allowable Punching Shear(ACI 11-37): vc2-c= 87638 lb Total Load: PT= 9210 lb Controlling Allowable Punching Shear: vc2= 87638 lb Ultimate Factored Load: Pu= 13645 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 804 lb Factored Moment: Mu= 54647 in-lb Nominal Moment Strength: Mn= 520212 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.86 in Steel Required Based on Moment: As(1)= 0.10 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.81 in2 Controlling Reinforcing Steel: As-reqd= 0.81 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) ME Larry Widdifield Location:FT4-Between Nook&Great Rm. StruCalc 9.0 Footing 11111 2187 NW Reed St.Suite 100 of . [2015 International Building Code(2012 NDS)] ___,,,k4„..0.4,(.._Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:17 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM r Allowable Soil Bearing Pressure: Qs= 1500 psf , Concrete Compressive Strength: F'c= 2500 psi I--6 in—H Reinforcing Steel Yield Strength: Fy= 60000 psi I I Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 12 in 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE T Column Type: Wood 3 in Column Width: m= 4 in _L Column Depth: n= 6 in I 2.5 ft I FOOTING CALCULATIONS 1-4 in-H Bearing Calculations: Ultimate Bearing Pressure: Qu= 1284 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 5.94 sf Area Provided: A= 6.25 sf Baseplate Bearing: 12 in Bearing Required: Bear= 11578 lb Allowable Bearing: Bear-A= 66300 lb P n n 9 -T- Beam Beam Shear Calculations(One Way Shear): :3 in Beam Shear: Vu1 = 2605 lb ) Allowable Beam Shear: Vc1 = 18563 lb Punching Shear Calculations(Two Way Shear): I 2.5 ft Critical Perimeter: Bo= 53 in Punching Shear: Vu2= 9333 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 76519 lb Live Load: PL= 4877 lb Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Dead Load: PD= 3146 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Total Load: PT= 8023 lb Controlling Allowable Punching Shear: vc2= 65588 lb Ultimate Factored Load: Pu= 11578 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 604 lb Factored Moment: Mu= 43419 in-lb Nominal Moment Strength: Mn= 334058 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.74 in Steel Required Based on Moment: As(1)= 0.10 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) page Larry Widdifield Location:FT5-FRONT PORCH DINING SIDE @ HOUSE ® StruCalc 9.0 Footing Ell 2187 NW Reed St.Suite 100 of [20'15 International Building Code(2012 NDS)] _Portland,OR 97210 Footing Size: 1.83 FT x 2.33 FT x 10.00 IN Reinforcement in Long Direction:#4 Bars @ 7.00 IN.O.C./(3)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:10 AM Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars @ 10.00 IN.O.C./(3)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 0.00 IN.O.C./0 tach band. 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 I 4 in--1 FOOTING SIZE I I Width: W= 1.83 ft Length: L= 2.33 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in to in COLUMN AND BASEPLATE SIZE F o c i Column Type: Wood 1- Column Column Width: m= 4 in 3 in Column Depth: n= 4 in _L FOOTING CALCULATIONS I 2.33 ft I-4 in--I Bearing Calculations: Ultimate Bearing Pressure: Qu= 378 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 1.17 sf Area Provided: A= 4.26 sf Baseplate Bearing: 10 in Bearing Required: Bear= 2010 lb Allowable Bearing: Bear-A= 44200 lb -T— Beam Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 556 lb Allowable Beam Shear: Vc1 = 10294 lb Punching Shear Calculations(Two Way Shear): I 1.83 ft Critical Perimeter: Bo= 41 in Punching Shear: Vu2= 1666 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 57656 lb Live Load: PL= 188 lb Allowable Punching Shear(ACI 11-36): vc2-b= 77813 lb Dead Load: PD= 1424 lb Allowable Punching Shear(ACI 11-37): vc2-c= 38438 lb Total Load: PT= 1612 lb Controlling Allowable Punching Shear: vc2= 38438 lb Ultimate Factored Load: Pu= 2010 lb Weight to resist uplift w/1.5 F.S.: U.R.= 343 lb Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 5516 in-lb Factored Moment: Mu= 7024 in-I) Nominal Moment Strength: Mn= 189252 in-lb Nominal Moment Strength: Mn= 186758 in-ID Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.59 in Concrete Compressive Block Depth: a= 0.76 in Steel Required Based on Moment: As(1)= 0.02 in2 Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.50 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.4 in2 Controlling Reinforcing Steel: As-reqd= 0.50 in2 Controlling Reinforcing Steel: As-reqd= 0.4 in2 Selected Reinforcement: Short Dir:#4's @ 10.0 in.o.c.(3)Min. Selected Reinforcement: Long Dir:#4's @ 7.0 in.o.c.(3)Min. Reinforcement Area Provided: As= 0.59 in2 Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.98 in Development Length Supplied: Ld-sup= 10.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. • page Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) III Larry Widdifield Location:FT6-FRONT PORCH OUTER CORNER StruCalc 9.0 Footing nil 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ____441400.0.}.W..._Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 10.00 IN • Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:08 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM r 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= 2.83 ft Length: L= 2.83 ft I-4 in-H Depth: Depth= 10 in — I I Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 10 in Column Width: m= 4 in P 0 q Column Depth: n= 4 in -r- 3 in FOOTING CALCULATIONS _ _1_ I 2.83 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 435 psf 1-4 in—I Effective Allowable Soil Bearing Pressure: Qe= 1375 psf I I Required Footing Area: Areq= 2.53 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 4403 lb io in Allowable Bearing: Bear-A= 44200 lb p n 0 9 Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 1391 lb in 1 � Allowable Beam Shear: Vc1 = 15919 lb =_ Punching Shear Calculations(Two Way Shear): i 2.e3 ft Critical Perimeter: Bo= 41 in I. Punching Shear: Vu2= 4002 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 57656 lb Live Load: PL= 338 lb Allowable Punching Shear(ACI 11-36): vc2-b= 77813 lb Dead Load: PD= 3145 lb • Allowable Punching Shear(ACI 11-37): vc2-c= 38438 lb Total Load: PT= 3483 lb Controlling Allowable Punching Shear: vc2= 38438 lb Ultimate Factored Load: Pu= 4403 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 645 lb Factored Moment: Mu= 18691 in-lb Nominal Moment Strength: Mn= 251104 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.06 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.61 in2 Controlling Reinforcing Steel: As-reqd= 0.61 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. „ Project:22151A-FOUR D CONSTRUCTION(COMP ROOF) ® page Larry Widdifield Location:FT7-FRONT PORCH DEN SIDE StruCalc 9.0 Footing Ell 2187 NW Reed St.Suite 100 [2615 International Building Code(2012 NDS)] Portland,OR 97210 of Footing Size:2.33 FT x 2.83 FT x 10.00 IN Reinforcement in Long Direction:#4 Bars @ 10.00 IN.O.C./(3)min. StruCalc Version 9.0.1.7 4/22/2015 7:46:09 AM Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars @ 9.00 IN.O.C./(4)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 0.00 IN.O.C./0 tach band. 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= 2.33 ft Length: L= 2.83 ft H4inH Depth: Depth= 10 in I I Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood loin Column Width: m= 4 in Column Depth: n= 4 in —1-- 3 in FOOTING CALCULATIONS I 2.83 ft I Bearing Calculations: Ultimate Bearing Pressure: Qu= 343 psf H4 inH Effective Allowable Soil Bearing Pressure: Qe= 1375 psf I I Required Footing Area: Areq= 1.64 sf Area Provided: A= 6.59 sf Baseplate Bearing: Bearing Required: Bear= 2955 lb 10 in Allowable Bearing: Bear-A= 44200 lb p n ] Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 934 lb Sin Allowable Beam Shear: Vc1 = 13106 lb Punching Shear Calculations(Two Way Shear): 2.33 ft Critical Perimeter: Bo= 41 in Punching Shear: Vu2= 2628 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 57656 lb Live Load: PL= 150 lb Allowable Punching Shear(ACI 11-36): vc2-b= 77813 lb Dead Load: PD= 2111 lb Allowable Punching Shear(ACI 11-37): vc2-c= 38438 lb Total Load: PT= 2261 lb Controlling Allowable Punching Shear: vc2= 38438 lb Ultimate Factored Load: Pu= 2955 lb Weight to resist uplift w/1.5 F.S.: U.R.= 531 lb Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 10329 in-lb Factored Moment: Mu= 12546 in-b Nominal Moment Strength: Mn= 251104 in-lb Nominal Moment Strength: Mn= 189343 in-b Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Concrete Compressive Block Depth: a= 0.59 in Steel Required Based on Moment: As(1)= 0.03 in2 Steel Required Based on Moment: As(1)= 0.04 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.61 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.5 in2 Controlling Reinforcing Steel: As-reqd= 0.61 in2 Controlling Reinforcing Steel: As-reqd= 0.5 in2 Selected Reinforcement: Short Dir:#4's @ 9.0 in.o.c.(4)Min. Selected Reinforcement: Long Dir:#4's @ 10.0 in.o.c.(3)Min. Reinforcement Area Provided: As= 0.79 in2 Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 10.98 in Development Length Supplied: Ld-sup= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required.