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Specifications MS7-1`o/c -- 00072_ ! X1(71- �✓ l`��fi� RECEIVED ALAN MAY 11 2015 C TY OF TIGARD !WING DIVISION DESIGN ASSOCIATES, I N C . Four D Construction 22152BA 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:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page ffl Larry Widdifield Location: U1-WINDOW HDR AT BR.3 imor um StruCalc 9.0 Multi-Loaded Multi-Span Beam MIN 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NDS)] of Portland, OR 97210 5.5 IN x 9.5 IN x 5.33 FT � - " #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 37.0% StruCalc Version 9.0.1.7 4/20/2015 7:48:48 AM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2851 Dead Load 0.02 in Total Load 0.04 IN L/1694 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1073 lb 1491 lb i Dead Load 744 lb 1023 lb Total Load 1817 lb 2514 lb Bearing Length 0.53 in 0.73 in BEAM DATA Center Span Length 5.33 ft .. ,. .", ,-., '. ...f ',tr.�rt.. _,� Unbraced Length-Top 0 ft L'4,,...,-...'.‘c Unbraced Length-Bottom 5.33 ft A s.ssn Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 0 plf Base Values Adjusted Uniform Dead Load 0 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Beam Self Weight 11 plf Cd=1.00 CF=1.00 Total Uniform Load 11 plf Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 1390 lb Comp. L to Grain: Fc--1-= 625 psi Fc--L'= 625 psi Dead Load 926 lb Location 2.83 ft Controlling Moment: 4404 ft Ib TRAPEZOIDAL LOADS-CENTER SPAN 2.82 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 103 plf 353 plf Controlling Shear: -2066 lb Left Dead Load 68 plf 235 plf At a distance d from right support of span 2(Center Span) Right Live Load 103 plf 353 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 68 plf 235 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 2.83 ft Load End 2.83 ft 5.33 ft Section Modulus: 60.4 in3 82.73 in3 Load Length 2.83 ft 2.5 ft Area(Shear): 18.23 in2 52.25 in2 Moment of Inertia(deflection): 55.68 in4 392.96 in4 Moment: 4404 ft-lb 6032 ft-lb Shear: -2066 lb 5922 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield / Location: U2-WINDOW HDR AT MASTER BATH �� StruCalc 9.0 Multi Loaded Multi Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] ._Portland,OR 97210 3.5 IN x 9.25 IN x 6.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 7:50:42 AM Section Adequate By: 13.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1615 Dead Load 0.03 in Total Load 0.08 IN L/960 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1314 lb 2083 lb Dead Load 898 lb 1411 lb Total Load 2212 lb 3494 lb • Bearing Length 1.01 in 1.60 in BEAM DATA Center Span Length 6.33 ft Unbraced Length-Top 0 ft 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 366 plf #2-Douglas-Fir-Larch Uniform Dead Load 244 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 617 plf Cd=1.00 CF=1.20 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 1080 lb Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi Dead Load 720 lb Location 5.42 ft Controlling Moment: 3963 ft-lb 3.61 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3025 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: 44.04 in3 49.91 in3 Area(Shear): 25.21 in2 32.38 in2 Moment of Inertia(deflection): 57.68 in4 230.84 in4 Moment: 3963 ft-lb 4492 ft-lb Shear: -3025 lb 3885 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield Location: Ml-BM OVER MID FRONT GARAGE immot StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] YPortland, OR 97210 3.5 IN x 10.5 IN x 11.5 FT � . 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:39.7% StruCalc Version 9.0.1.7 4/20/2015 9:29:42 AM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/642 Dead Load 0.15 in Total Load 0.36 IN L/383 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1909 lb 1909 lb Dead Load 1294 lb 1294 lb Total Load 3203 lb 3203 lb Bearing Length 1.41 in 1.41 in BEAM DATA Center Span Length 11.5 ft Unbraced Length-Top 0 ft -11sfc ! Unbraced Length-Bottom 11.5 ft tS Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.22 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 332 plf MATERIAL PROPERTIES Uniform Dead Load 217 plf 24F-V4-Visually Graded Western Species Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 557 plf Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 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- = 650 psi Fc---'= 650 psi Controlling Moment: 9207 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2754 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: 46.04 in3 64.31 in3 Area(Shear): 15.59 in2 36.75 in2 Moment of Inertia(deflection): 211.74 in4 337.64 in4 Moment: 9207 ft-lb 12863 ft-lb Shear: 2754 lb 6493 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) 1111 Larry Widdifield / Location: M2-SMALL BM OVER FRONT GARAGE BY BATH StruCalc 9.0 Multi Loaded Multi-Span Beam 1111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] Portland, OR 97210 3.5 IN x 11.25 IN x 3.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 9:31:28 AM Section Adequate By: 528.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 582 lb 582 lb Dead Load 474 lb 474 lb Total Load 1056 lb 1056 lb Bearing Length 0.48 in 0.48 in w BEAM DATA Center Span Length 3.67 ft , Unbraced Length-Top 0 ft -3.67 ft Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 317 plf #2-Douglas-Fir-Larch Uniform Dead Load 250 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 576 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-1 = 625 psi Fc---'= 625 psi Controlling Moment: 969 ft-lb 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 528 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: 11.75 in3 73.83 in3 Area(Shear): 4.4 in2 39.38 in2 Moment of Inertia(deflection): 8 in4 415.28 in4 Moment: 969 ft-lb 6091 ft-lb Shear: 528 lb 4725 lb • Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page BE Larry Widdifield Location: M3-BM OVER FRONT GARAGE BY BATH StruCalc 9.0 / ' Multi-Loaded Multi-Span Beam ffs 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ Portland,OR 97210 5.125 IN x 10.5 IN x 13.67 FT � ¢' : 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:45,5% StruCalc Version 9.0.1.7 4/20/2015 9:34:23 AM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/724 Dead Load 0.23 in Total Load 0.45 IN L/363 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 2959 lb 1002 lb Dead Load 2467 lb 1193 lb 2 Total Load 5426 lb 2196 lb mi Bearing Length 1.63 in 0.66 in BEAM DATA Center W Span Length 13.67 ft Unbraced Length-Top 0 ft 13.67 ft - Unbraced Length-Bottom 13.67 ft I Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.23 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 53 plf MATERIAL PROPERTIES Uniform Dead Load 13 plf Beam Self Weight 12 plf • 24F-V4-Visually Graded Western Species Total Uniform Load 78 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Live Load 1909 lb 582 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1294 lb 474 lb Cd=1.00 Location 1.67 ft 5.17 ft 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 Left Live Load 213 plf 0 plf Controlling Moment: 12945 ft-lb Left Dead Load 250 plf 80 plf 5.19 Ft from left support of span 2(Center Span) Right Live Load 213 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 250 plf 80 plf Controlling Shear: 5362 lb Load Start 1.67 ft 5.17 ft At a distanced from left support of span 2(Center Span) Load End 5.17 ft 13.67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 8.5 ft Comparisons with required sections: Read Provided Section Modulus: 64.73 in3 94.17 in3 Area(Shear): 30.35 in2 53.81 in2 Moment of Inertia(deflection): 326.71 in4 494.4 in4 Moment: 12945 ft-lb 18834 ft-lb Shear: 5362 lb 9507 lb , Project: 22152BA-FOUR D CONSTRUCTION(COMP ROOF) page En Larry Widdifield / Location: M4-BM OVER FRONT GARAGE StruCalc 9.0 Multi-Loaded Multi-Span Beam no 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _Portland,OR 97210 6.75 IN x 10.5 IN x 13.67 FT � sf . 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 9:37:32 AM Section Adequate By: 16.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN L/523 Dead Load 0.27 in Total Load 0.59 IN L/279 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3685 lb 3096 lb Dead Load 2995 lb 2744 lb Total Load 6681 lb 5839 lb Bearing Length 1.52 in 1.33 in BEAM DATA Center Span Length 13.67 ft .„;,,,-„,..r,, r, ,,g $A = _� Unbraced Length-Top 0 ft 13.67 ft Unbraced Length-Bottom 13.67 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.27 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 53 plf MATERIAL PROPERTIES Uniform Dead Load 13 plf Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 81 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 1909 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1294 lb Cd=1.00 Location 1.67 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 233 plf 392 plf Controlling Moment: 20237 ft-lb Left Dead Load 263 plf 369 plf 6.7 Ft from left support of span 2(Center Span) Right Live Load 233 plf 392 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 263 plf 369 plf Controlling Shear: 6614 lb Load Start 1.67 ft 5.17 ft At a distanced from left support of span 2(Center Span) Load End 5.17 ft 13.67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 8.5 ft Comparisons with required sections: Read Provided Section Modulus: 101.19 in3 124.03 in3 Area(Shear): 37.44 in2 70.88 in2 Moment of Inertia(deflection): 560.07 in4 651.16 in4 Moment: 20237 ft-lb 24806 ft-lb Shear: 6614 lb 12521 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page 11111 Larry Widdifield Location: M5-SMALL BM OVER REAR BATH StruCalc 9.0 Multi-Loaded Multi-Span Beam 1111E 2187 NW Reed St. Suite 100 [2012 International Building Code(2012 NDS)] Portland,OR 97210 or (2) 1.5 IN x 11.25 IN x 7.67 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:70.6% StruCalc Version 9.0.1.7 4/20/2015 9:40:32 AM 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/4008 Dead Load 0.03 in Total Load 0.05 IN L/1780 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 644 lb 644 lb Dead Load 807 lb 807 lb Total Load 1451 lb 1451 lb TRI Bearing Length 0.77 in 0.77 in BEAM DATA Center Span Length 7.67 ft Unbraced Length-Top 0 ft A 7.67n Unbraced Length-Bottom 7.67 ft - Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 128 plf Comp.1-to Grain: Fc- L= 625 psi Fc---'= 625 psi Left Dead Load 193 plf Right Live Load 128 plf Controlling Moment: 2782 ft-lb Right Dead Load 193 plf 3.84 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 7.67 ft Controlling Shear: -1103 lb Load Length 7.67 ft 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: 37.09 in3 63.28 in3 Area(Shear): 9.19 in2 33.75 in2 Moment of Inertia(deflection): 48 in4 355.96 in4 Moment: 2782 ft-lb 4746 ft-lb Shear: -1103 lb 4050 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page En Larry Widdifield Location: M6-MAIN BM OVER MID GARAGE StruCalc 9.0 Multi-Loaded Multi-Span Beam ' 2187 NW Reed St. Suite 100 [2012 International Building Code(2012 NDS)] °f J _Portland, OR 97210 6.75 IN x 19.5 IN x 19.67 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 11.5% StruCalc Version 9.0.1.7 4/20/2015 9:45:25 AM Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/673 Dead Load 0.24 in Total Load 0.59 IN L/401 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 6034 lb 10635 lb Dead Load 4125 lb 7852 lb 2 Total Load 10159 lb 18488 lb 1 1 3 Bearing Length 2.32 in 4.21 in TR1 TR2 TR3 BEAM DATA Center Span Length 19.67 ft - @ Unbraced Length-Top 0 ft 19.67 ft Unbraced Length-Bottom 19.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.24 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 29 plf Base Values Adjusted Total Uniform Load 29 plf Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fbcmpr= 1850 psi Fb'= 2239 psi Load Number One Two Three Cd-=1.00 Cv=0.93 Live Load 1002 lb 7980 lb 644 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1193 lb 6000 lb 807 lb Cd=9.00 Location 3.67 ft 16.17 ft 18.17 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc---= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 340 plf 410 plf 298 plf 50 plf Controlling Moment: 62713 ft-lb Left Dead Load 165 plf 183 plf 236 plf 34 plf 13.38 Ft from left support of span 2(Center Span) Right Live Load 340 plf 410 plf 298 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 165 plf 183 plf 236 plf 34 plf Controlling Shear: -18166 lb Load Start 0 ft 3.67 ft 16.17 ft 18.17 ft At a distanced from right support of span 2(Center Span) Load End 3.67 ft 16.17 ft 18.17 ft 19.67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.67 ft 12.5 ft 2 ft 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 336.15 in3 427.78 in3 Area(Shear): 102.83 in2 131.63 in2 Moment of Inertia(deflection): 3741.51 in4 4170.87 in4 Moment: 62713 ft-lb 79808 ft-lb Shear: -18166 lb 23254 lb page I Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) . 1111 Larry Widdifield Location:M7-MAIN BM AT SIDE GARAGE StruCalc 9.0 Multi-Loaded Multi-Span Beam IS 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] - ._Portland,OR 97210 6.75 IN x 24.0 IN x 19.83 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 9:48:08 AM Section Adequate By: 13.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/953 Dead Load 0.19 in Total Load 0.44 IN L/541 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B i Live Load 6230 lb 7997 lb Dead Load 4812 lb 6125 lb Total Load 11041 lb 14122 lb ,. Bearing Length 2.52 in 3.22 in TRI TR2 BEAM DATA Center Span Length 19.83 ft Unbraced Length-Top 0 ft 19.83 ft - B Unbraced Length-Bottom 19.83 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.19 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 35 plf 24F-V4-Visually Graded Western Species Total Uniform Load 35 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2191 psi Load Number One Cd=1.00 Cv=0.91 Live Load 10635 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 7852 lb Cd=1.00 Location 11.67 ft 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 Two Left Live Load 191 plf 167 plf Controlling Moment: 104463 ft-lb Left Dead Load 127 plf 111 plf 11.7 Ft from left support of span 2(Center Span) Right Live Load 191 plf 167 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 127 plf 111 plf Controlling Shear: -13501 lb Load Start 0 ft 11.67 ft At a distance d from right support of span 2(Center Span) Load End 11.67 ft 19.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11.67 ft 8.16 ft Comparisons with required sections: Read Provided Section Modulus: 572.15 in3 648 in3 Area(Shear): 76.42 in2 162 in2 Moment of Inertia(deflection): 5170.56 in4 7776 in4 Moment: 104463 ft-lb 118313 ft-lb Shear: -13501 lb 28620 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) RE Larry Widdifield / Location: M8- 16/0 O.H. GARAGE DR HDR StruCalc 9.0 Multi-Loaded Multi-Span Beam KE 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 5.5 INx12.0INx16.33FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 9:51:41 AM Section Adequate By: 37.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/605 Dead Load 0.27 in Total Load 0.60 IN L/329 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3617 lb 4176 lb 1 2 Dead Load 3032 lb 3438 lb Total Load 6649 lb 7615 lb Bearing Length 1.86 in 2.13 in TRITR2 TR3 BEAM DATA Center Span Length 16.33 ft Unbraced Length-Top 0 ft - 16.33 ft Unbraced Length-Bottom 16.33 ft ' it Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.27 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf 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 Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Live Load 2959 lb 3685 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 2469 lb 2995 lb Cd=1.00 Location 1.92 ft 14.42 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 101 plf 61 plf 101 plf Controlling Moment: 15678 ft-lb Left Dead Load 68 plf 41 plf 68 plf 9.47 Ft from left support of span 2(Center Span) Right Live Load 101 plf 61 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 68 plf 41 plf 68 plf Controlling Shear: -7435 lb Load Start 0 ft 1.92 ft 14.42 ft At a distance d from right support of span 2(Center Span) Load End 1.92 ft 14.42 ft 16.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.92 ft 12.5 ft 1.91 ft Comparisons with required sections: Req'd Provided Section Modulus: 78.39 in3 132 in3 Area(Shear): 42.08 in2 66 in2 Moment of Inertia(deflection): 577.26 in4 792 in4 Moment: 15678 ft-lb 26400 ft-lb Shear: -7435 lb 11660 lb • Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) 1111page Larry Widdifield Location: M9-SMALL BM OVER MID FOYER StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Suite 100 °r [2012 International Building Code(2012 NDS)] _Portland,OR 97210 3.5 INx11.25INx2.17FT �i #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 722.2% StruCalc Version 9.0.1.7 4/20/2015 10:24:05 AM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 789 lb 789 lb Dead Load 577 lb 577 lb Total Load 1366 lb 1366 lb Bearing Length 0.62 in 0.62 in BEAM DATA Center Span Length 2.17 ft �� a ,_, �.. Unbraced Length-Top O ft ___ 2.17 ft Unbraced Length-Bottom 2.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 727 plf #2-Douglas-Fir-Larch Uniform Dead Load 523 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 1259 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.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 741 ft-lb 1.08 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 191 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: 8.98 in3 73.83 in3 Area(Shear): 1.59 in2 39.38 in2 Moment of Inertia(deflection): 3.62 in4 415.28 in4 Moment: 741 ft-lb 6091 ft-lb Shear: 191 lb 4725 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page 1111 Larry Widdifield Location:M10-CANT BM OVER FOYER StruCalc 9.0 Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NDS)] Portland,OR 97210 or 3.5INx11.25lNx8.25FT(6.8+ 1.5) "' ` #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:26:32 AM Section Adequate By: 135.1% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.02 IN L/4484 0.02 IN 2U2382 Dead Load 0.01 in 0.00 in Total Load 0.03 IN L/2814 -0.01 IN 2U2506 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 867 lb 2182 lb Dead Load 748 lb 2023 lb Total Load 1615 lb 4204 lb Bearing Length 0.74 in 1.92 in BEAM DATA Center Right Span Length 6.75 ft 1.5 ft Unbraced Length-Top O ft O ft 6.75 ft Ilt-1.s ft Unbraced Length-Bottom 6.75 ft 1.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Right #2-Douglas-Fir-Larch Uniform Live Load 257 plf 210 plf Uniform Dead Load 263 plf 232 plf Base Values Adjusted To Bending Stress: Fb= 900 psi Fb'= 977 psi Weight 9 plf plf Cd=1.00 C/=0.99 CF=1.10 Totaall SelfUniform Load 529 plf 4511 plf Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-RIGHT SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 789 lb Comp. L to Grain: Fc-1= 625 psi Fc- = 625 psi Dead Load 577 lb Location 1.5 ft Controlling Moment: -2556 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 1785 lb At a distance d from right 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: 31.4 in3 73.83 in3 Area(Shear): 14.87 in2 39.38 in2 Moment of Inertia(deflection): 62.77 in4 415.28 in4 Moment: -2556 ft-lb 6009 ft-lb Shear: 1785 lb 4725 lb Project:22152BA-FOUR D CONSTRUCTION (COMP ROOF) page E. Larry lc 9field Location: M11-BM OVER FOYER StruCalc 9.0 Multi-Loaded Multi-Span Beam no 2187 NWaReed St. Suite 100 of [2012 International Building Code(2012 NDS)] Portland, OR 97210 6.75 INx10.5INx6.33FT ° ?�` re1 . 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:31:57 AM Section Adequate By: 32.8% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1599 Dead Load 0.03 in Total Load 0.08 IN L/925 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2940 lb 5569 lb Dead Load 2286 lb 3924 lb Total Load 5226 lb 9493 lb Bearing Length 1.19 in 2.16 in BEAM DATA Center Span Length 6.33 ft Unbraced Length-Top 0 ft 6.33 ft Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 , Camber Required 0.03 UNIFORM LOADS Center • Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES To 24F-V4-Visually Graded Western Species Total Self Weight 15 plf Uniform Load 15 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 6469 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 4364 lb Cd=1.00 Location 4.67 ft 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 Two Left Live Load 418 plf 53 plf Controlling Moment: 15574 ft-lb Left Dead Load 370 plf 13 plf 4.62 Ft from left support of span 2(Center Span) Right Live Load 418 plf 53 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 370 plf 13 plf Controlling Shear: -9426 lb Load Start 0 ft 4.67 ft At a distance d from right support of span 2(Center Span) Load End 4.67 ft 6.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.67 ft 1.66 ft Comparisons with required sections: Req'd Provided Section Modulus: 77.87 in3 124.03 in3 Area(Shear): 53.36 in2 70.88 in2 Moment of Inertia(deflection): 169 in4 651.16 in4 Moment: 15574 ft-lb 24806 ft-lb Shear: -9426 lb 12521 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page Larry Widdifield / Location: M12-MULT JSTS OVER STAIRS � StruCalc 9.0 Multi Loaded Multi-Span Beam IIIII 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] Portland, OR 97210 (2) 1.5 IN x 11.25 IN x 3.83 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:35:03 AM Section Adequate By:658.4% 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 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 511 lb 511 lb Dead Load 142 lb 142 lb Total Load 654 lb 654 lb Bearing Length 0.35 in 0.35 in BEAM DATA Center Span Length 3.83 ft Unbraced Length-Top 0 ft —3.83 ft Unbraced Length-Bottom 3.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 267 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 341 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.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 626 ft-lb 1.91 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -340 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: 8.34 in3 63.28 in3 Area(Shear): 2.83 in2 33.75 in2 Moment of Inertia(deflection): 6.33 in4 355.96 in4 Moment: 626 ft-lb 4746 ft-lb Shear: -340 lb 4050 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) 11111page Larry Widdifield Location: M13-SMALL BM.OVER GREAT RM StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _Portland,OR 97210 3.5 IN x 11.25 IN x 7.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:36:58 AM Section Adequate By:24.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1491 Dead Load 0.02 in Total Load 0.08 IN L/1177 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2021 lb 2021 lb Dead Load 539 lb 539 lb Total Load 2560 lb 2560 lb Bearing Length 1.17 in 1.17 in BEAM DATA Center Span Length 7.67 ft Unbraced Length-Top 0 ft --- ---7.67 ft - Unbraced Length-Bottom 7.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 527 plf #2 Douglas-Fir-Larch Uniform Dead Load 132 plf Base Values Adjusted Beam Self Weight 9 plf • Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 668 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.1 to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 4909 ft-lb 3.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1946 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: Rend Provided Section Modulus: 59.5 in3 73.83 in3 Area(Shear): 16.21 in2 39.38 in2 Moment of Inertia(deflection): 100.3 in4 415.28 in4 Moment: 4909 ft-lb 6091 ft-lb Shear: 1946 lb 4725 lb page Project: 22152BA-FOUR D CONSTRUCTION(COMP ROOF) 111111 Larry Widdifield Location: M14-BM BTWN GREAT RM/DINING �� StruCalcW 9.0 Multi-Loaded Multi-Span Beam 2187 NReed St. Suite 100 of [2012 International Building Code(2012 NDS)] 'ay .,_Portland,OR 97210 5.5 IN x 10.5 IN x 16.17 FT . 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:39:11 AM Section Adequate By:32.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/477 Dead Load 0.13 in Total Load 0.53 IN L/364 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1471 lb 1407 lb Dead Load 484 lb 467 lb Total Load 1955 lb 1874 lb r Bearing Length 0.55 in 0.52 in BEAM DATA Center Span Length 16.17 ft _ ,. ,v.mJ. :„ Unbraced Length-Top 0 ft 16.17 ft Unbraced Length-Bottom 16.17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Notch Depth 0.00 Uniform Live Load 53 plf Uniform Dead Load 13 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 79 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 2021 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 539 lb Cd=1.00 Location 7.83 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.--to Grain: Fc- L= 650 psi Fc-1'= 650 psi Controlling Moment: 12810 ft-lb 7.76 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1892 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: 64.05 in3 101.06 in3 Area(Shear): 10.71 in2 57.75 in2 Moment of Inertia(deflection): 400.53 in4 530.58 in4 Moment: 12810 ft-lb 20213 ft-lb Shear: 1892 lb 10203 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page Ell Larry Widdifield Location:M15-BM OVER STAIR RAILING StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _Portland, OR 97210 5.5 IN x 10.5 IN x 13.33 FT NDS)] _ - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:42:33 AM Section Adequate By:27.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/459 Dead Load 0.16 in Total Load 0.51 IN L/315 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2701 lb 3784 lb 2 Dead Load 1305 lb 1569 lb Total Load 4006 lb 5353 lb 1 Bearing Length 1.12 in 1.50 in BEAM DATA Center TR1 TR2 TR3 Span Length 13.33 ft 1;-W " ' , ' . _. _:.,mm Unbraced Length-Top 0 ft 13.33 ft Unbraced Length-Bottom 13.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.16 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 13 plf Total Uniform Load 13 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Live Load 511 lb 1471 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 142 lb 484 lb Cd=1.00 Location 6.83 ft 11.92 ft 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 Two Three Left Live Load 337 plf 377 plf 200 plf Controlling Moment: 15368 ft-lb Left Dead Load 164 plf 175 plf 50 plf 6.8 Ft from left support of span 2(Center Span) Right Live Load 337 plf 377 plf 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 164 plf 175 plf 50 plf Controlling Shear: -5143 lb Load Start 0 ft 6.83 ft 11.92 ft At a distance d from right support of span 2(Center Span) Load End 6.83 ft 11.92 ft 13.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.83 ft 5.09 ft 1.41 ft Comparisons with required sections: Req'd Provided Section Modulus: 76.84 in3 101.06 in3 Area(Shear): 29.11 in2 57.75 in2 Moment of Inertia(deflection): 415.73 in4 530.58 in4 Moment: 15368 ft-lb 20213 ft-lb Shear: -5143 lb 10203 lb • page • Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) 1111 Larry Widdifield / Location:M16-MULT JSTS OVER GREAT RM BUILT-INS StruCalc 9.0 Multi-Loaded Multi-Span Beam s 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 (2) 1.51Nx11.251Nx6.33FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:44:08 AM Section Adequate By: 150.5% 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 0.01 IN L/7130 Dead Load 0.01 in Total Load 0.02 IN L/3166 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 532 lb 532 lb Dead Load 666 lb 666 lb Total Load 1197 lb 1197 lb Bearing Length 0.64 in 0.64 in BEAM DATA Center Span Length 6.33 ftr <' ., x, .°,y61gt Unbraced Length-Top 0 ft 6.33 ft B Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 168 plf #2-Douglas-Fir-Larch Uniform Dead Load 203 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 378 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.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 1895 ft-lb 3.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 862 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: 25.26 in3 63.28 in3 Area(Shear): 7.18 in2 33.75 in2 Moment of Inertia(deflection): 26.98 in4 355.96 in4 Moment: 1895 ft-lb 4746 ft-lb Shear: 862 lb 4050 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page 1111 Larry Widdifield Location: M17-WINDOW HDR AT GREAT RM. StruCalc 9.0 Multi-Loaded Multi-Span Beam lin 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _Portland,OR 97210 5.5 IN x 9.5 IN x 10.99 FT(2.8+5.3+2.8) - � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 11:03:11 AM Section Adequate By:59.5% Controlling Factor: Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.02 IN L/4010 0.00 IN UMAX Dead Load 0.00 in 0.01 in 0.00 in Total Load 0.00 IN U6801 0.03 IN U2504 0.00 IN U7422 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 562 lb 3929 lb 3779 lb 562 lb 1 Dead Load -130 lb 2410 lb 2336 lb -97 lb Total Load 432 lb 6338 lb 6115 lb 465 lb Uplift(1.5 F.S) -812 lb 0 lb 0 lb -726 lb Bearing Length 0.13 in 1.84 in 1.78 in 0.14 in BEAM DATA Lam$ Center Right Q rF, m .v ., u-e?- �s 'h �!.: a!„.-':, ,.5''' .. Span Length 2.83 ft 5.33 ft 2.83 ft 2.83 ft 5.33ft ---Ir--2.83 ft S Unbraced Length-Top O ft O ft O ft LJ Unbraced Length-Bottom 2.83 ft 5.33 ft 2.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right ' MATERIAL PROPERTIES Uniform Live Load 425 plf 0 plf 425 plf #2-Douglas-Fir-Larch Uniform Dead Load 223 plf 0 plf 223 plf Beam Self Weight 11 plf 11 plf 11 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 872 psi Total Uniform Load 659 plf 11 plf 659 plf Cd=1.00 CI=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 1491 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1023 lb Comp.-I-to Grain: Fc--L= 625 psi Fc-1'= 625 psi Location 1.83 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: -3401 ft-lb Load Number One Two Over left support of span 2(Center Span) Left Live Load 425 plf 779 plf Created by combining all dead loads and live loads on span(s) 1,2 Left Dead Load 223 plf 486 plf Controlling Shear: 3712 lb Right Live Load 425 plf 779 plf At a distance d from left support of span 2(Center Span) Right Dead Load 223 plf 486 plf Created by combining all dead loads and live loads on span(s) 1,2 Load Start 0 ft 1.83 ft Load End 1.83 ft 5.33 ft Comparisons with required sections: Reg'd Provided Load Length 1.83 ft 3.5 ft Section Modulus: 46.8 in3 82.73 in3 Area(Shear): 32.75 in2 52.25 in2 Moment of Inertia(deflection): 37.67 in4 392.96 in4 Moment: -3401 ft-lb 6012 ft-lb Shear: 3712 lb 5922 lb • page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield / Location:M18-BM AT REAR COVERED DECK StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 5.5 IN x 11.5 IN x 16.67 FT . #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 10:48:21 AM Section Adequate By:24.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/923 Dead Load 0.17 in Total Load 0.39 IN L/512 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 942 lb 942 lb Dead Load 756 lb 756 lb Total Load 1698 lb 1698 lb Bearing Length 0.49 in 0.49 in BEAM DATA Center Span Length 16.67 ft Unbraced Length-Top 0 ft 16.67 ft Unbraced Length-Bottom 16.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 77 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 204 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- = 625 psi Fc- = 625 psi Controlling Moment: 7076 ft-lb 8.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1528 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: 97.04 in3 121.23 in3 Area(Shear): 13.48 in2 63.25 in2 Moment of Inertia(deflection): 326.6 in4 697.07 in4 Moment: 7076 ft-lb 8840 ft-lb Shear: -1528 lb 7168 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page En Larry Widdifield Location:M19-BM BTWN FOYER/1/2 BATH wing StruCalc 9.0 Multi-Loaded Multi-Span Beam Km2187 NW Reed St. Suite 100 0f [2012 International Building Code(2012 NDS)] y _Portland,OR 97210 5.5 IN x 9.0 IN x 3.33 FT ` 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 1:31:07 PM Section Adequate By:27.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3752 Dead Load 0.01 in Total Load 0.02 IN L/2238 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1955 lb 4180 lb Dead Load 1268 lb 2835 lb Total Load 3223 lb 7015 lb Bearing Length 0.90 in 1.96 in BEAM DATA Center Span Length 3.33 ft Unbraced Length-Top 0 ft - -- 3.33 ft — � Unbraced Length-Bottom 3.33 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 170 plf MATERIAL PROPERTIES Uniform Dead Load 43 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 224 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd-=1.00 Live Load 5569 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 3924 lb Cd=1.00 Location 2.33 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- L= 650 psi Fc- = 650 psi Controlling Moment: 6896 ft-lb 2.33 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6851 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: 34.48 in3 74.25 in3 Area(Shear): 38.78 in2 49.5 in2 Moment of Inertia(deflection): 35.83 in4 334.13 in4 Moment: 6896 ft-lb 14850 ft-lb Shear: -6851 lb 8745 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) Larry Widdifield9. Location: L1-CANT FLR JSTS OVER GAMES RM. SLarry Floor Joist En [2012 International Building Code(2012 NDS)] 2187 Nd,Reed Suite 100 of _Portland, OR 97210 (2) 1.5 INx11.25INx20.67FT(18.7+2)@16O.C. . P #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 14.0% StruCalc Version 9.0.1.7 4/20/2015 3:03:13 PM Controlling Factor: Deflection CAUTIONS *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.26 IN L/875 -0.09 IN 2L/548 Dead Load 0.04 in 0.00 in Total Load 0.29 IN L/765 -0.09 IN 2L/518 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 498 lb 690 lb Dead Load 102 lb 365 lb Total Load 600 lb 1055 lb Bearing Length 0.32 in 0.56 in BEAM DATA Center Right Span Length 18.67 ft 2 ft Unbraced Length-Top 0 ft 0 ft 1es7e1-2 ft Unbraced Length-Bottom 0 ft 0 ft AA Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES JOIST LOADING #2-Douglas-Fir-Larch Uniform Floor Loading Center Right Live Load LL= 40 psf 40 psf Base Values Adjusted Dead Load DL= 10 psf 10 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Load TL= 50 psf 50 psf Cd=1.00 CF=1.00 Cr-1.15 TL Adj. For Joist Spacing wT 66.7 Shear Stress: Fv= 180 psi Fv'= 180 psi p 9 = plf 66.7 plf Cd=1.00 Wall Loading Wall One Modulus of Elasticity: E= 1600 ksi E'=1 1600 ksi Live Load(1 to Joists): L1 = 0 plf 54 plf Comp.1 to Grain: Fc- L= 625 psi Fc- _ 625 psi Dead Load( to Joists):D1 = 0 plf 144 plf Controlling Moment: 2703 ft-lb Load Location X1 = 0 ft 2 ft 8.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -596 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)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 31.34 in3 63.28 in3 Area(Shear): 4.96 in2 33.75 in2 Moment of Inertia(deflection): 312.34 in4 355.96 in4 Moment: 2703 ft-lb 5458 ft-lb Shear: -596 lb 4050 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) IMO Larry Widdifield Location:L2-CANT DECK JSTS StruCalc 9.0 Floor Joist Ell 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 1.5 IN x 9.25 IN x 11.5 FT Pressure Treated(9.5+2)@ 16 O.C. #2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.1.7 4/20/2015 3:04:51 PM Section Adequate By: 105.6% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.07 IN L/1579 -0.05 IN 2L/986 Dead Load 0.02 in -0.01 in Total Load 0.09 IN L/1290 -0.06 IN 2L/824 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 253 lb 371 lb Dead Load 61 lb 93 lb Total Load 314 lb 464 lb Bearing Length 0.50 in 0.74 in BEAM DATA Center Right Span Length 9.5 ft 2 ft Unbraced Length-Top 0 ft 0 ft 9.5 ft 2f Unbraced Length-Bottom 0 ft 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING MATERIAL PROPERTIES #2-Douglas-Fir-Larch Uniform Floor Loading Center Right g Live Load LL= 40 psf 40 psf Base Values Adjusted Dead Load DL= 10 psf 10 psf Bending Stress: Fb= 900 psi Fb'= 911 psi Total Load TL= 50 psf 50 psf Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80 TL Adj. For Joist Spacing wT= 66.7 plf 66.7 plf Shear Stress: Fv= 180 psi Fv'= 140 psi Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi Cm=0.90 Ci=0.95 Comp.-I-to Grain: Fc- L= 625 psi Fc-1'= 419 psi Cm=0.67 Controlling Moment: 739 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -280 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)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 9.73 in3 21.39 in3 Area(Shear): 3.01 in2 13.88 in2 Moment of Inertia(deflection): 48.13 in4 98.93 in4 Moment: 739 ft-lb 1624 ft-lb Shear: -280 lb 1292 lb , Project: 22152BA-FOUR D CONSTRUCTION(COMP ROOF) page Larry lc 9field / Location: L3-FLR JSTS OVER LOWER MECH StruCalc 9.0 Floor Joist NE 2187 NW Reed St. Suite 100 or [2012 International Building Code(2012 NDS)] Portland,OR 97210 1.5 IN x 11.25 IN x 7.67 FT @ 16 O.C. { � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 3:06:41 PM Section Adequate By: 55.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2249 Dead Load 0.02 in Total Load 0.06 IN L/1634 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 573 lb 383 lb Dead Load 216 lb 131 lb Total Load 789 lb 513 lb 1 Bearing Length 0.84 in 0.55 in BEAM DATA Center Span Length 7.67 ft a , Unbraced Length-Top 0 ft 7.67 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING MATERIAL PROPERTIES Uniform Floor Loading Center #2-Douglas-Fir-Larch Live Load LL= 40 psf Base Values Adjusted Dead Load DL= 10 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Load TL= 50 psf Cd=1.00 CF=1.00 Cr=1.15 TL Adj. For Joist Spacing wT= 66.7 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Wall Loading Cd=1.00 Wall One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load( L to Joists): L1 = 410 plf Comp.--to Grain: Fc---= 625 psi Fc--- = 625 psi Dead Load (-I-to Joists):D1 = 183 plf Load Location X1 = 2.5 ft Controlling Moment: 1758 ft-lb 2.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 727 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: 20.38 in3 31.64 in3 Area(Shear): 6.06 in2 16.88 in2 Moment of Inertia(deflection): 39.22 in4 177.98 in4 Moment: 1758 ft-lb 2729 ft-lb Shear: 727 lb 2025 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) En Larry Widdifield Location: L4-FLR JSTS OVER LOWER BATH StruCalc 9.0 Floor Joist 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] r „vi _Portland, OR 97210 1.5 IN x 11.25 IN x 13.0 FT @12 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 3:08:58 PM Section Adequate By:44.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1133 Dead Load 0.05 in Total Load 0.19 IN L/816 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 393 lb 327 lb Dead Load 152 lb 108 lb Total Load 545 lb 435 lb 1 Bearing Length 0.58 in 0.46 in BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft 13 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING MATERIAL PROPERTIES Uniform Floor Loading Center #2-Douglas-Fir-Larch Live Load LL= 40 psf Base Values Adiusted Dead Load DL= 10 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Cd=1.00 CF=1.00 Cr-1.15 TL Shear Stress: Fv= 180 psi Fv'= 180 psi Adj.Load TL= 50 psf For Joist Spacing wT= 50 plf Cd=1.00 Wall Loading Wall One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load( L to Joists): L1 = 200 plf Comp.--to Grain: Fc-1= 625 psi Fc--- = 625 psi Dead Load (1-to Joists):D1 = 130 plf Controlling Moment: 1891 ft-lb Load Location X1 = 4.33 ft 4.42 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 500 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: Rend Provided Section Modulus: 21.93 in3 31.64 in3 Area(Shear): 4.16 in2 16.88 in2 Moment of Inertia(deflection): 78.51 in4 177.98 in4 Moment: 1891 ft-lb 2729 ft-lb Shear: 500 lb 2025 lb • Project: 22152BA-FOUR D CONSTRUCTION(COMP ROOF) page En Larry Widdifield Location:L5-CANT MULT JSTS OVER GAMES RM. StruCalc 9.0 Multi-Loaded Multi-Span Beam an 2187 NW Reed St. Suite 100 [2012 International Building Code(2012 NDS)] Portland, OR 97210 °f (2) 1.5 IN x 11.25 IN x 20.67 FT(18.7+2) #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 102.6% StruCalc Version 9.0.1.7 4/20/2015 3:24:16 PM Controlling Factor: Deflection CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.19 IN L/1167 -0.07 IN 2L/730 Dead Load 0.06 in -0.02 in Total Load 0.25 IN L/883 -0.08 IN 2L/592 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 373 lb 571 lb Dead Load 144 lb 502 lb Total Load 518 lb 1073 lb Bearing Length 0.28 in 0.57 in BEAM DATA Center Right 1111 Span Length 18.67 ft 2 ft Unbraced Length-Top 0 ft 0 ft Ai 18.67 ft ft Unbraced Length-Bottom 18.67 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Right #2-Douglas-Fir-Larch Uniform Live Load 40 plf 94 plf Base Values Adjusted Uniform Dead Load 10 plf 154 plf Beam Self Weight 7 plf 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf 255 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. to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 2338 ft-lb 8.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -509 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, 3 Comparisons with required sections: Req'd, Provided Section Modulus: 31.18 in3 63.28 in3 Area(Shear): 4.24 in2 33.75 in2 Moment of Inertia(deflection): 175.69 in4 355.96 in4 Moment: 2338 ft-lb 4746 ft-lb Shear: -509 lb 4050 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page En Larry 0 Widdifield9 / Location: L6-BM OVER STAIR RAILING StruCalc 9.0 Multi-Loaded Multi-Span Beam NE 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _Portland, OR 97210 5.5 IN x 11.5 IN x 11.17 FT Ys � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 3:27:10 PM Section Adequate By: 133.1% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/2204 Dead Load 0.03 in Total Load 0.09 IN L/1437 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 717 lb 3990 lb Dead Load 439 lb 1717 lb 2 Total Load 1156 lb 5707 lb Bearing Length 0.34 in 1.66 in BEAM DATA Center Span Length 11.17 ft Unbraced Length-Top 0 ft 11.17 ft Unbraced Length-Bottom 11.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIALUNIFORM LOADS Center PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Base Values Adjusted Uniform Dead Load 13 plf Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 80 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Live Load 331 lb 3784 lb Comp.-L to Grain: Fc- = 625 psi Fc- L'= 625 psi Dead Load 288 lb 1569 lb Location 2.67 ft 10.67 ft Controlling Moment: 3460 ft-lb 6.7 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3075 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: 47.46 in3 121.23 in3 Area(Shear): 27.13 in2 63.25 in2 Moment of Inertia(deflection): 116.45 in4 697.07 in4 Moment: 3460 ft-lb 8840 ft-lb Shear: -3075 lb 7168 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) BE Larry Widdifield / Location: L7-BM AT CRAWLSPACE StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 5.125 IN x 10.5 IN x 6.58 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/20/2015 3:31:04 PM Section Adequate By:57.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1561 Dead Load 0.03 in Total Load 0.08 IN L/936 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2182 lb 2347 lb Dead Load 1443 lb 1555 lb Total Load 3624 lb 3902 lb Bearing Length 1.09 in 1.17 in BEAM DATA Center Span Length 6.58 ft Unbraced Length-Top 0 ft 6.58 ft Unbraced Length-Bottom 6.58 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Carinber Required 0.03 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 53 plf Uniform Dead Load 13 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 78 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 4180 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 2835 lb Cd=1.00 Location 3.42 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 11935 ft-lb 3.42 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3835 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: 59.68 in3 94.17 in3 Area(Shear): 21.71 in2 53.81 in2 Moment of Inertia(deflection): 126.74 in4 494.4 in4 Moment: 11935 ft-lb 18834 ft-lb Shear: -3835 lb 9507 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) III page Larry Widdifield Location: L8-MULT JSTS OVER MECH StruCalc 9.0 Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ Portland, OR 97210 (3) 1.5INx11.25INx7.42FT ¢' : #2-Douglas-Fir-Larch-Dry Use Section Adequate By:74.2% StruCalc Version 9.0.1.7 4/20/2015 3:34:13 PM 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 0.03 IN L/2595 Dead Load 0.01 in Total Load 0.04 IN L/2012 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1537 lb 878 lb Dead Load 446 lb 271 lb 1 Total Load 1983 lb 1148 lb Bearing Length 0.71 in 0.41 in BEAM DATA Center Span Length 7.42 ft ria' ;.>+ Unbraced Length-Top 0 ft 7.42 ft Unbraced Length-Bottom 7.42 ft BBB Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 53 plf Base Values Adjusted Uniform Dead Load 13 plf Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 77 plf Cd=1.00 CF=1.00 Cr=1.15 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 2021 lb Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Dead Load 539 lb Location 2.5 ft Controlling Moment: 4699 ft-lb 2.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1915 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: 54.49 in3 94.92 in3 Area(Shear): 15.95 in2 50.63 in2 Moment of Inertia(deflection): 74.08 in4 533.94 in4 Moment: 4699 ft-lb 8187 ft-lb Shear: 1915 lb 6075 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) IN Larry Widdifield Location: L9-BM BTWN GAMES RM/MECH StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] 01Z._Portland,OR 97210 3.5 IN x 9.25 IN x 4.33 FT #2 Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/20/2015 3:35:39 PM Section Adequate By:263.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5820 Dead Load 0.00 in Total Load 0.01 IN L/4596 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 903 lb 903 lb Dead Load 240 lb 240 lb Total Load 1143 lb 1143 lb Bearing Length 0.52 in 0.52 in w BEAM DATA Center Span Length 4.33 ft 'PF7712X42M741477t •_ -;;, `,7,77P:77C71 Unbraced Length-Top 0 ft 4.33 ft Unbraced Length-Bottom 4.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 417 plf #2-Douglas-Fir-Larch Uniform Dead Load 104 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 528 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: 1237 ft-lb 2.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 754 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: 13.75 in3 49.91 in3 Area(Shear): 6.29 in2 32.38 in2 Moment of Inertia(deflection): 14.28 in4 230.84 in4 Moment: 1237 ft-lb 4492 ft-lb Shear: 754 lb 3885 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page Ell Larry Widdifield Location: L10-PATIO DR HDR AT GAMES RM. StruCalc 9.0 Multi-Loaded Multi-Span Beam 1111 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NDS)] Portland,OR 97210 or 3.5 IN x 10.5 IN x 11.99 FT(2.8+6.3+2.8) �. 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:27.7% StruCalc Version 9.0.1.7 4/21/2015 8:05:27 AM Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.01 IN L/5527 0.00 IN L/MAX Dead Load 0.00 in 0.01 in 0.00 in Total Load 0.00 IN L/7384 0.02 IN L/3466 0.00 IN L/6927 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 758 lb 5901 lb 6503 lb 763 lb Dead Load -357 lb 3515 lb 3964 lb -364 lb 1 2 Total Load 401 lb 9416 lb 10467 lb 399 lb Uplift(1.5 F.S) -1075 lb 0 lb 0 lb -1126 lb Bearing Length 0.18 in 4.14 in 4.60 in 0.18 in BEAM DATA keit Center Right Span Length 2.83 ft 6.33 ft 2.83 ft 2.83 ft 6.33 ft 2.83 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 2.83 ft 6.33 ft 2.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 230 plf 230 plf 230 plf Uniform Dead Load 135 plf 135 plf 135 plf 24F-V4-Visually Graded Western Species Beam Self Weight 8 plf 8 plf 8 plf Base Values Adjusted Total Uniform Load 373 plf 373 plf 373 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb_cmpr'= 1825 psi POINT LOADS-LEFT SPAN Cd=1.00 C1=0.99 Load Number One Shear Stress: Fv= 265 psi Fv'= 265 psi Live Load 562 lb Cd=1.00 Dead Load -130 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 0.5 ft Comp.1 to Grain: Fc- = 650 psi Fc-1-'= 650 psi CENTER SPAN Load Number One Two Controlling Moment: -3663 ft-lb Live Load 3929 lb 4543 lb Over right support of span 2(Center Span) Dead Load 2410 lb 2860 lb Created by combining all dead loads and live loads on span(s)2,3 Location 0.5 ft 5.83 ft Controlling Shear: -5082 lb RIGHT SPAN At a distance d from right support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2,3 Live Load 568 lb Dead Load -97 lb Comparisons with required sections: Req'd Provided Location 2.33 ft Section Modulus: 24.08 in3 64.31 in3 Area(Shear): 28.77 in2 36.75 in2 Moment of Inertia(deflection): 23.38 in4 337.64 in4 Moment: -3663 ft-lb 9782 ft-lb Shear: -5082 lb 6493 lb page Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) 11111 Larry Widdifield / Location: L11-LOWER DECK BM. StruCalc 9.0 Multi Loaded Multi Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] Portland, OR 97210 5.5 IN x 12.0 IN x 16.67 FT 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 9.0.1.7 4/20/2015 3:37:39 PM Section Adequate By: 36.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN L/492 Dead Load 0.12 in Total Load 0.53 IN L/377 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2317 lb 2317 lb Dead Load 703 lb 703 lb Total Load 3020 lb 3020 lb Bearing Length 1.59 in 1.59 in BEAM DATA Center Span Length 16.67 ft Unbraced Length-Top 0 ft 16.67 ft— Unbraced Length-Bottom 16.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.12 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 278 plf Uniform Dead Load 70 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 362 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1920 psi Cm=0.80 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E= 1499 ksi Cm=0.83 Comp. L to Grain: Fc- = 650 psi Fc- = 345 psi Cm=0.53 Controlling Moment: 12585 ft-lb 8.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2718 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: Rep'd Provided Section Modulus: 78.66 in3 132 in3 Area(Shear): 17.58 in2 66 in2 Moment of Inertia(deflection): 579.65 in4 792 in4 Moment: 12585 ft-lb 21120 ft-lb Shear: 2718 lb 10203 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page EE Larry Widdifield Location: L12-MULT JSTS OVER LOWER DECK StruCalc 9,0 Multi-Loaded Multi-Span Beam En 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland, OR 97210 (3) 1.5 IN x 9.25 IN x 9.17 FT Pressure Treated #2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.1.7 4/20/2015 3:40:35 PM Section Adequate By:39.6% 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 0.06 IN L/1762 Dead Load 0.05 in Total Load 0.11 IN L/1024 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 432 lb 877 lb Dead Load 287 lb 644 lb Total Load 719 lb 1521 lb Bearing Length 0.38 in 0.81 in BEAM DATA Center Span Length 9.17 ft Unbraced Length-Top 0 ft 9.17 ft Unbraced Length-Bottom 9.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 40 plf Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 911 psi Total Uniform Load 59 plf Cd=1.00 CF=1.10 Cr=1.15 Ci=0.80 Shear Stress: Fv= 180 psi Fv'= 140 psi POINT LOADS-CENTER SPAN Cd=1.00 Cm=0.97 Ci=0.80 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi Live Load 942 lb Cm=0.90 Ci=0.95 Dead Load 756 lb Comp. L to Grain: Fc- l = 625 psi Fc-1'= 419 psi Location 6.75 ft Cm=0.67 Controlling Moment: 3489 ft-lb 6.69 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1477 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: 45.97 in3 64.17 in3 Area(Shear): 15.86 in2 41.63 in2 Moment of Inertia(deflection): 69.57 in4 296.79 in4 Moment: 3489 ft-lb 4871 ft-lb Shear: -1477 lb 3876 lb Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page no Larry Widdifield / Location: FT1-FOOTING AT FRONT GARAGE StruCalc 9.0 Footing NE 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] r Portland,OR 97210 Footing Size: 3,0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.1.7 4/21/2015 8:48:10 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1227 psf I 6 in-1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I I Required Footing Area: Areq= 8.18 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 15742 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): �' " 0 `i Beam Shear: Vu1 = 4264 lb 3 in Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): aft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 13276 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 6230 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 4812 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 11042 lb Bending Calculations: Ultimate Factored Load: Pu= 15742 lb Factored Moment: Mu= 70841 in-lb Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Nominal Moment Strength: Mn= 336668 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.16 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 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= 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) Page INN Larry Widdifield Location: FT2-FOOTING AT CRAWLSPACE UNDER FOYER StruCalc 9.0 Footing 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 Footing Size:3.17 FT x 3.17 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.1.7 4/21/2015 8:49:50 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= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN ANA_B,ASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1215 psf 1-6 in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9.04 sf Area Provided: A= 10.05 sf Baseplate Bearing: Bearing Required: Bear= 17425 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): o ° p T Beam Shear: Vu1 = 4933 lb 3 in Allowable Beam Shear: Vc1 = 23537 lb Punching Shear Calculations(Two Way Shear): 3.17 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 14980 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 6933 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 5277 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 12210 lb Bending Calculations: Ultimate Factored Load: Pu= 17425 lb Factored Moment: Mu= 82857 in-lbi Weight to resist uplift w/1.5 F.S.: U.R.= 971 lb Nominal Moment Strength: Mn= 417851 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.73 in Steel Required Based on Moment: As(1)= 0.19 in2 Min. Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 7.0 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= 16.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page 11111 Larry Widdifield Location: FT3-FOOTING AT GAMES RM PATIO DR. StruCalc 9.0 Footing EIS 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] __4(460.2713,1Z...Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.1.7 4/21/2015 8:51:07 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 Is in—[ FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood p n n 9 Column Width: m= 4 in —r- Column Column Depth: n= 6 in 3 in FOOTING CALCULATIONS I 2.83 ft I Bearing Calculations: I-4inH Ultimate Bearing Pressure: Qu= 1307 psf --I— Required I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.75 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 15162 lb 12 in Allowable Bearing: Bear-A= 66300 lb Beam Shear Calculations(One Way Shear): P " n ] -r Beam Shear: Vu1 = 3898 lb Sin Allowable Beam Shear: Vc1 = 21013 lb __ Punching Shear Calculations(Two Way Shear): I 2.83 ft I Critical Perimeter: Bo= 53 in Punching Shear: Vu2= 12867 lb Allowable Punching Shear(ACI 11-35): vc2-a= 76519 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Live Load: PL= 6503 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Dead Load: PD= 3964 lb Controlling Allowable Punching Shear: vc2= 65588 lb Total Load: PT= 10467 lb Bending Calculations: Ultimate Factored Load: Pu= 15162 lb Factored Moment: Mu= 64361 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.15 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 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:22152BA-FOUR D CONSTRUCTION(COMP ROOF) page En Larry Widdifield / Location: FT4-FOOTING AT GAMES RM PATIO DR. StruCalc 9.0 Footing IIIII 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] 50, Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.1.7 4/21/2015 8:52:10 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 1-6 in— 1 FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood p O o 9 Column Width: m= 4 in —r- Column Column Depth: n= 6 in 3 in FOOTING CALCULATIONS 12.83 ft 1 Bearing Calculations: I-4in- Ultimate Bearing Pressure: Qu= 1175 psf I I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.97 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 13657 lb 12 in Allowable Bearing: Bear-A= 66300 lb Beam Shear Calculations(One Way Shear): P n c 9T Beam Shear: Vu1 = 3511 lb Sin Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): I 2.83 ft 1 Critical Perimeter: Bo= 53 in Punching Shear: Vu2= 11590 lb Allowable Punching Shear(ACI 11-35): vc2-a= 76519 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Live Load: PL= 5901 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Dead Load: PD= 3513 lb Controlling Allowable Punching Shear: vc2= 65588 lb Total Load: PT= 9414 lb Bending Calculations: Ultimate Factored Load: Pu= 13657 lb Factored Moment: Mu= 57975 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.13 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 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:22152BA-FOUR D CONSTRUCTION(COMP ROOF) Ell page Larry Widdifield Location: FT5-FOOTING AT GAMES RM WALL StruCalc 9.0 Footing 111111 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NDS)] §0119145( .Portland,OR 97210 of Footing Size:2.83 FT x 2.83 FT x 12.00 IN -44 '. Reinforcement:#4 Bars @ 9.00 IN.O.C.EM/1(4)min. StruCalc Version 9.0.1.7 4/21/2015 8:53:50 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= 2.83 ft Length: L= 2.83 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: I sin Ultimate Bearing Pressure: Qu= 1198 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.11 sf Area Provided: A= 8.01 sf Baseplate Bearing: Bearing Required: Bear= 13929 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 3581 lb 3 i Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 11477 lb Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Live Load: PL= 6032 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Dead Load: PD= 3565 lb Controlling Allowable Punching Shear: vc2= 70538 lb Total Load: PT= 9597 lb Bending Calculations: Ultimate Factored Load: Pu= 13929 lb Factored Moment: Mu= 59129 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.13 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 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.