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Specifications (133) TrVI:75j-c( 2� -60 I l� cFI'LAAJS-t' RE I 20 ALAN EPY 17 CITY OF TIGARD rr :ISG '='ION DESIGN ASSOCIATES, I1 1 N C . BLACK DIAMOND HOMES 21124BA GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.REED ST. SUITE 100 PORTLAND, OR. 97210 page Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES Wojciech Dwornik Location:Ml-BM OUTISDE REAR PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St,Ste 100 of [2009 International Building Code(2005 NDS)] ce}.L.._Portland,OR 97210 5.5 IN x 11.5 IN x 15.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:48 AM Section Adequate By:40.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/1146 Dead Load 0.12 in Total Load 0.28 IN L/640 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 938 lb 938 lb Dead Load 740 lb 740 lb Total Load 1678 lb 1678 lb Bearing Length 0.49 in 0.49 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A 15ft - Unbraced Length-Bottom 15 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 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 224 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 Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-L= 625 psi Fc-1'= 625 psi Controlling Moment: 6292 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1476 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: 86.29 in3 121.23 in3 Area(Shear): 13.03 in2 63.25 in2 Moment of Inertia(deflection): 261.31 in4 697.07 in4 Moment: 6292 ft-lb 8840 ft-lb Shear: -1476 lb 7168 lb NOTES Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page 11111 Wojciech Dwornik Location:M10-BM OVER FRONT GARAGE BY MECH Alan Mascord Design Multi-Loaded Multi-Span Beam Min 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] Portland,OR 97210 6.751Nx10.51Nx11.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:24.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/711 Dead Load 0.14 in Total Load 0.33 IN L/403 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 3444 lb 2171 lb 1 Dead Load 2544 lb 1861 lb Total Load 5988 lb 4032 lb TRI TR2 Bearing Length 1.36 in 0.92 in BEAM DATA Center w Span Length 11 ft Unbraced Length-Top 0 ft A _-----_ _-_ - 11 n B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 65 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb cmpr= 1850 psi Fb'= 2400 psi Live Load 1263 lb 2828 lb Cd=1.00 Dead Load 524 lb 1985 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Three Comp.-1-to Grain: Fc--L= 650 psi Fc--L'= 650 psi Left Live Load 231 plf 169 plf 0 plf Left Dead Load 237 plf 195 plf 80 plf Controlling Moment: 19978 ft-lb Right Live Load 231 plf 169 plf 0 plf 5.5 Ft from left support of span 2(Center Span) Right Dead Load 237 plf 195 plf 80 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.5 ft 5.5 ft Controlling Shear: 5578 lb Load End 2.5 ft 5.5 ft 11 ft At a distance d from left support of span 2(Center Span) Load Length 2.5 ft 3 ft 5,5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 99.89 in3 124.03 in3 Area(Shear): 31.57 in2 70.88 in2 Moment of Inertia(deflection): 387.86 in4 651.16 in4 Moment: 19978 ft-lb 24806 ft-lb Shear: 5578 lb 12521 lb NOTES page Project:STOCK PLAN 211248A-BLACK DIAMOND HOMESminWojciech Dwornik Location:M11-BM OVER FRONT GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St,Ste 100 of [2009 International Building Code(2005 NDS)] ____14 ,> L'--Portland.OR 97210 6.75 IN x 10.5 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:25.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/769 Dead Load 0.15 in Total Load 0.32 IN L/414 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 2708 lb 2315 lb Dead Load 2357 lb 2200 lb Total Load 5065 lb 4515 lb TRI TR2 Bearing Length 1.15 in 1.03 in ' w BEAM DATA Center ' Span Length 11 ft ��ft Unbraced Length-Top 0 ft A- --B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 65 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 2828 lb Cd—=1.00 Dead Load 1985 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp.±to Grain: Fc-±= 650 psi Fc-±'= 650 psi Left Live Load 231 plf 88 plf Left Dead Load 237 plf 180 plf Controlling Moment: 19790 ft-lb Right Live Load 231 plf 88 plf 5.5 Ft from left support of span 2(Center Span) Right Dead Load 237 plf 180 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 5.5 ft Controlling Shear: 4654 lb Load End 5.5 ft 11 ft At a distance d from left support of span 2(Center Span) Load Length 5.5 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 98.95 in3 124.03 in3 Area(Shear): 26.35 in2 70.88 in2 Moment of Inertia(deflection): 377.07 in4 651.16 in4 Moment: 19790 ft-lb 24806 ft-lb Shear: 4654 lb 12521 lb NOTES 1 Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES ® page Wojciech Dwornik Location:M12-BM OVER REAR GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 [2009 International Building Code(2005 NDS)] t Portland.OR 97210 or 5.5INx9.5INx10.0FT � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:46.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/2129 Dead Load 0.09 in Total Load 0.15 IN L/827 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 640 lb 640 lb Dead Load 1007 lb 1007 lb Total Load 1647 lb 1647 lb TR1 Bearing Length 0.48 in 0.48 in BEAM DATA Center w Span Length 10 ft Unbraced Length-Top 0 ft A ion =-8 Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 88 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 180 plf Min.Mod.of Elasticity: E_mi= 470 ksi E_min= 470 ksi Right Live Load 88 plf Comp. to Grain: Fc- = 625 psi Fc = 625 psi Right Dead Load 180 plf Controlling Moment: 4117 ft-lb Load Start 0 ft Load End 10 ft 5.0 Ft from left support of span 2(Center Span) Load Length 10 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1416 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: 56.46 in3 82.73 in3 Area(Shear): 12.5 in2 52.25 in2 Moment of Inertia(deflection): 113.98 in4 392.96 in4 Moment: 4117 ft-lb 6032 ft-lb Shear: 1416 lb 5922 lb NOTES page Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES En Wojciech Dwornik Location:M12-MULT JSTS OVER REAR GARAGE Alan Mascord Design Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Building Code(2005 NDS)] 1,4m4,14,,t Portland,OR 97210 (3) 1.5 IN x 11.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:99.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3560 Dead Load 0.05 in Total Load 0.09 IN L/1385 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 640 lb 640 lb Dead Load 1005 lb 1005 lb Total Load 1645 lb 1645 lb TRI Bearing Length 0,58 in 0.58 in w BEAM DATA Center Span Length 10 ft 4 Unbraced Length-Top 0 ft A 10 ft — B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 Cr=1.15 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 88 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 180 plf Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 88 plf Comp. to Grain: Fc---= 625 psi Fc-i-'= 625 psi Right Dead Load 180 plf Load Start 0 ft Controlling Moment: 4112 ft-lb Load End 10 ft 5.0 Ft from left support of span 2(Center Span) Load Length 10 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1349 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: 47.68 in3 94.92 in3 Area(Shear): 11.24 int 50.63 in2 Moment of Inertia(deflection): 92.51 in4 533.94 in4 Moment: 4112 ft-lb 8187 ft-lb Shear: -1349 lb 6075 lb NOTES Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page 111111 Wojciech Dwornik Location:M13-MAIN GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2009 International Building Code(2005 NDS)] Portland,OR 97210 6.75 IN x 19.5 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:49.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/662 Dead Load 0.23 in Total Load 0.63 IN L/417 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 6805 lb 5101 lb 2 Dead Load 3802 lb 3644 lb 1 Total Load 10607 lb 8745 lb Bearing Length 2.42 in 1.99 in BEAM DATA Center Span Length 22 ft :.<... Unbraced Length-Top 0 ft A - 22 ft B Unbraced Length-Bottom 22 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.23 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species Total Uniform Load 29 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2214 psi Live Load 2171 Ib 2955 lb Cd=1.00 Cv=0.92 Dead Load 1888 lb 3234 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft 16.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp.1 to Grain: Fc-1= 650 psi Fc--- = 650 psi Left Live Load 370 plf 420 plf Left Dead Load 93 plf 105 plf Controlling Moment: 52861 ft-lb Right Live Load 370 plf 420 plf 12.1 Ft from left support of span 2(Center Span) Right Dead Load 93 plf 105 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3 ft Controlling Shear: 9850 lb Load End 3 ft 16.5 ft At a distance d from left support of span 2(Center Span) Load Length 3 ft 13.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 286.53 in3 427.78 in3 Area(Shear): 55.76 in2 131.63 in2 Moment of Inertia(deflection): 2402.34 in4 4170.87 in4 Moment: 52861 ft-lb 78920 ft-lb Shear: 9850 lb 23254 lb NOTES page Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES En Wojciech Dwornik Location:M14- 16/0 O.H.GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam Ill 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] ...„,./.11#47,6,e..,_Portland,OR 97210 5.125 IN x 13.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:29.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/588 Dead Load 0.27 in Total Load 0.60 IN L/321 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 2874 lb 4073 lb Dead Load 2358 lb 3493 lb Total Load 5232 lb 7566 lb Bearing Length 1.57 in 2.27 in TR1 BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.27 Uniform Live Load 0 plf Notch Depth 0.00 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 POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 2708 lb Cd7=1.00 Dead Load 2384 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 314 plf Left Dead Load 239 plf Controlling Moment: 24092 ft-lb Right Live Load 314 plf 9.28 Ft from left support of span 2(Center Span) Right Dead Load 239 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Controlling Shear: -7549 lb Load End 13.5 ft At a distance d from right support of span 2(Center Span) Load Length 13.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 120.46 in3 155.67 in3 Area(Shear): 42.73 in2 69.19 in2 Moment of Inertia(deflection): 786.38 in4 1050.79 in4 Moment: 24092 ft-lb 31134 ft-lb Shear: -7549 lb 12223 lb NOTES , Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES Ell page Wojciech Dwornik Location:M15-BM OUTSIDE FRONT GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] ' Portland,OR 97210 5.51Nx11.51Nx16.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:73.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1339 Dead Load 0.12 in Total Load 0.26 IN L/728 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 635 lb 1188 lb Dead Load 544 lb 920 lb Total Load 1179 lb 2108 lb Bearing Length 0.34 in 0.61 in TR2 BEAM DATA Center Span Length 16 ft _ Unbraced Length-Top O ft A - 16 n — B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Left Live Load 73 plf 335 plf Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Left Dead Load 50 plf 228 plf Min.Mod.of Elasticity: E min= 470 ksi E_min'= 470 ksi Right Live Load 73 plf 335 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Dead Load 50 plf 228 plf Controlling Moment: 5089 ft-lb Load Start 0 ft 13.5 ft Load End 13.5 ft 16 ft 8.64 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Load Length 13.5 ft 2.5 ft Controlling Shear: -1646 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: 69.8 in3 121.23 in3 Area(Shear): 14.53 in2 63.25 in2 Moment of Inertia(deflection): 229.88 in4 697.07 in4 Moment: 5089 ft-lb 8840 ft-lb Shear: -1646 lb 7168 lb NOTES Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page 11111 Wojciech ik Location:M2-WINDOW HDR AT GREAT RM Alan Mascord ord Design Multi Loaded Multi Span Beam si 2187 NW Reed St,Ste 100 or [2009 International Building Code(2005 NDS)] , ' :_Portland,OR 97210 3.1251Nx9.01Nx8.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:49 AM Section Adequate By:51.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1183 Dead Load 0.08 in Total Load 0.16 IN L/614 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2098 lb 2173 lb 1 2 Dead Load 1751 lb 1802 lb Total Load 3849 lb 3975 lb Bearing Length 1.90 in 1.96 in TRI TR3 BEAM DATA Center Span Length 8 ft 11 Unbraced Length-Top 0 ft A 8ft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 1327 lb 1385 lb Cd7=1.00 Dead Load 937 lb 977 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.83 ft 7.17 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Three Comp.±to Grain: Fc--I-= 650 psi Fc-±'= 650 psi Left Live Load 481 plf 115 plf 519 plf Left Dead Load 407 plf 141 plf 433 plf Controlling Moment: 4244 ft-lb Right Live Load 481 plf 115 plf 519 plf 4.08 Ft from left support of span 2(Center Span) Right Dead Load 407 plf 141 plf 433 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0.83 ft 7.17 ft Controlling Shear: -3285 lb Load End 0.83 ft 7.17 ft 8 ft At a distance d from right support of span 2(Center Span) Load Length 0.83 ft 6.34 ft 0.83 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 21.22 in3 42.19 in3 Area(Shear): 18.6 in2 28.13 in2 Moment of Inertia(deflection): 74.21 in4 189.84 in4 Moment: 4244 ft-lb 8438 ft-lb Shear: -3285 lb 4969 lb NOTES , Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page 1111111 Wojciech Dwornik Location:M3-BM BTWN GREAT RM/DINING Km Alan Mascord Design Multi-Loaded Multi-Span Beam um 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] __- i page Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES111111 Wojciech Dwornik / Location:M4-MULT JSTS OVER GREAT RM FIREPLACE Alan Mascord Design Multi Loaded Multi-Span Beam int 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] Y,1t; r¢y '`;-Portland,OR 97210 (2)1.51Nx11.251Nx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By: 141.0% 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/6264 Dead Load 0.01 in Total Load 0.02 IN L/3856 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 970 lb 970 lb Dead Load 606 lb 606 lb Total Load 1576 lb 1576 lb Bearing Length 0.84 in 0.84 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top O ft A 5 ft — B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1,00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 388 plf #2-Douglas-Fir-Larch Uniform Dead Load 235 plf Base Values Adjusted Beam Self Weight 7 pif Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 630 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 Min.Mod. of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 1970 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: 1009 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: 26.26 in3 63.28 in3 Area(Shear): 8.4 in2 33.75 in2 Moment of Inertia(deflection): 22.16 in4 355.96 in4 Moment: 1970 ft-lb 4746 ft-lb Shear: 1009 lb 4050 lb NOTES , Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page Wojciech k / Location:M5-MULT JSTS OVER FOYER/STAIRS Alan Mascord ord Design Multi Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] .t..f e} r.Portland,OR 97210 (2) 1.51Nx11.251Nx8.83FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By: 125.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3086 Dead Load 0.02 in Total Load 0.05 IN L/2040 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 631 lb 631 lb Dead Load 324 lb 324 lb Total Load 955 lb 955 lb Bearing Length 0.51 in 0.51 in BEAM DATA Center Span Length 8.83 ft Unbraced Length-Top 0 ft A 8.83 ft Unbraced Length-Bottom 8.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 143 plf #2-Douglas-Fir-Larch Uniform Dead Load 66 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 216 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 Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.--to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2108 ft-lb 4.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -764 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: 28.11 in3 63.28 in3 Area(Shear): 6.37 in2 33.75 in2 Moment of Inertia(deflection): 41.88 in4 355.96 in4 Moment: 2108 ft-lb 4746 ft-lb Shear: -764 lb 4050 lb NOTES Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page Es Wojciech k / Location:M6-BM. BTWN FOYER/GREAT RM. Alan Mascord ord Design Multi-Loaded Multi-Span Beam En 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] Portland,OR 97210 5.5 INx9.51Nx11.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By:43.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1425 Dead Load 0.07 in Total Load 0.17 IN L/806 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 587 lb 504 lb Dead Load 615 lb 348 lb Total Load 1202 lb 852 lb TR1 Bearing Length 0.35 in 0.25 in w BEAM DATA Center Span Length 11.5 ft Unbraced Length-Top 0 ft A 11.5 ft Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 61 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 631 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 318 lb Min.Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Location 5 ft Comp.l to Grain: Fc- = 625 psi Fc- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 4216 ft-lb Load Number One 5.06 Ft from left support of span 2(Center Span) Left Live Load 0 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf Controlling Shear: 1105 lb Right Live Load 0 plf At a distance d from left support of span 2(Center Span) Right Dead Load 80 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 5 ft Comparisons with required sections: Req'd Provided Load Length 5 ft Section Modulus: 57.82 in3 82.73 in3 Area(Shear): 9.75 in2 52.25 in2 Moment of Inertia(deflection): 116.99 in4 392.96 in4 Moment: 4216 ft-lb 6032 ft-lb Shear: 1105 lb 5922 lb NOTES , Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page 111111 Wojciech rd k / Location:M6-MULT JSTS BTWN FOYER/GREAT RM. Alan Mascord Des Multi-Loaded Multi Span Beam 111111 2187 NW Reed St.Ste 100 or [2009 International Building Code(2005 NDS)] ' Portland,OR 97210 (3) 1.5INx11.25lNx11.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By:94.4% 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 0.06 IN L/2382 Dead Load 0.04 in Total Load 0.10 IN L/1350 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 587 lb 504 lb Dead Load 613 lb 346 lb Total Load 1200 lb 850 lb TRI >' Bearing Length 0.43 in 0.30 in w BEAM DATA Center Span Length 11.5 ft Unbraced Length-Top O ft A 11.5 ft - B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 Cr=1.15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 631 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 318 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 5 ft Comp.-1-to Grain: Fc-1= 625 psi Fc--- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 4211 ft-lb Load Number One 4.95 Ft from left support of span 2(Center Span) Left Live Load 0 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf Controlling Shear: 1070 lb Right Live Load 0 plf At a distance d from left support of span 2(Center Span) Right Dead Load 80 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Load End 5 ft Comparisons with required sections: Reci'd Provided Load Length 5 ft Section Modulus: 48.82 in3 94.92 in3 Area(Shear): 8.92 in2 50.63 in2 Moment of Inertia(deflection): 94.9 in4 533.94 in4 Moment: 4211 ft-lb 8187 ft-lb Shear: 1070 lb 6075 lb NOTES Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page inn Wojciech Dwornik Location:M7-MULT JSTS OVER FOYER/GRAGE Alan Mascordord Design Multi-Loaded Multi-Span Beam IBM 2187 NW Reed St.Ste 100 or [2009 International Building Code(2005 NDS)] oa',.Portland,OR 97210 (2) 1.5 IN x 11.25 IN x 8.0 FT(5.2+2.8) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By:71.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.01 IN L/6289 0.00 IN L/MAX Dead Load 0.01 in 0.00 in Total Load 0.02 IN L/3692 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C Live Load 1198 lb 3393 lb 1263 lb Dead Load 929 lb 2605 lb 523 lb Total Load 2127 lb 5998 lb 1786 lb TR1 Uplift(1.5 F.S) 0 lb 0 lb -100 lb Bearing Length 1.13 in 3.20 in 0.95 in w TRf TR2 ..4±.7,.452.. BEAM DATA Center Right . x..: Y:.. .. :.<. IP IP_ Span Length 5.25 ft 2.75 ft A 5.25 ft BB_ 2.75ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 5.25 ft 2.75 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 40 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 0 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf Base Values Adjusted Total Uniform Load 57 plf 7 plf Bending Stress: Fb= 900 psi Fb'= 888 psi - Cd=1.00 C1=0.99 CF=1.00 POINT LOADS-RIGHT SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Live Load 563 lb Cd=1.00 Dead Load 400 Ib Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Location 1.92 ft Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: -2738 ft-lb Left Live Load 506 plf Over right support of span 2(Center Span) Left Dead Load 424 plf Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 506 plf Controlling Shear: -2232 lb Right Dead Load 424 plf At a distance d from right support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 5.25 ft Load Length 5.25 ft Comparisons with required sections: Req'd Provided RIGHT SPAN Section Modulus: 36.98 in3 63.28 in3 Load Number One Two Area(Shear): 18.6 in2 33.75 in2 Left Live Load 679 plf 742 plf Moment of Inertia(deflection): 23.14 in4 355.96 in4 Left Dead Load 467 plf 510 plf Moment: -2738 ft-lb 4685 ft-lb Right Live Load 679 plf 742 plf Shear: -2232 lb 4050 lb Right Dead Load 467 plf 510 plf Load Start 0 ft 1.92 ft NOTES Load End 1.92 ft 2.75 ft Load Length 1.92 ft 0.83 ft . Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page Wojciech Dwornik Location:M8-SMALL BM AT FRONT GARAGE no Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2009 International Building Code(2005 NDS)] __11:4,40a....`..Portland,OR 97210 5.51Nx11.51Nx6.OFT(4+2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By:996.9% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.00 IN 2U14860 Dead Load 0.00 in 0.00 in Total Load 0.00 IN L/MAX 0.00 IN 2L112366 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 462 lb 1040 lb Dead Load 256 lb 768 lb Total Load 718 lb 1808 lb Bearing Length 0.21 in 0.53 in BEAM DATA Center Right Span Length 4 ft 2 ft Unbraced Length-Top O ft O ft A — 4 ft z ft Unbraced Length-Bottom 4 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 231 plf 231 plf #2-Douglas-Fir-Larch Uniform Dead Load 157 plf 157 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 875 psi Fb'= 872 psi Total Uniform Load 402 plf 402 plf Cd=1.00 CI=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 Min.Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.±to Grain: Fc-±= 625 psi Fc- = 625 psi Controlling Moment: -803 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: -635 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: 11.05 in3 121.23 in3 Area(Shear): 5.6 in2 63.25 int Moment of Inertia(deflection): 16.89 in4 697.07 in4 Moment: -803 ft-lb 8812 ft-lb Shear: -635 lb 7168 lb NOTES page Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES111111 Wojciech Dwornik Location:M9-MAIN BM AT FRONT PORCHAlan Mascord Design / Multi-Loaded Multi-Span Beam II® 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] -Portland,OR 97210 5.51Nx11.51Nx8.0FT(6+2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By:438.7% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.01 IN L/9688 -0.01 IN 2L/6054 Dead Load 0.00 in 0.00 in Total Load 0.01 IN L/6281 -0.01 IN 2L/4558 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 693 lb 1232 lb Dead Load 455 lb 910 lb Total Load 1148 lb 2142 lb Bearing Length 0.33 in 0.62 in BEAM DATA Center Right Span Length 6 ft 2 ft Unbraced Length-Top O ft O ft A 6 ft eft Unbraced Length-Bottom 6 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 231 plf 231 plf #2-Douglas-Fir-Larch Uniform Dead Load 157 plf 157 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 402 plf 402 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 Min.Mod. of Elasticity: E_min= 470 ksi Emin'= 470 ksi Comp.1 to Grain: Fc- = 625 psi Fc--12= 625 psi Controlling Moment: 1641 ft-lb 2.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -977 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: 22.5 in3 121.23 in3 Area(Shear): 8.62 in2 63.25 in2 Moment of Inertia(deflection): 41.45 in4 697.07 in4 Moment: 1641 ft-lb 8840 ft-lb Shear: -977 lb 7168 lb NOTES > Project:STOCK PLAN 21124BA-BLACK DIAMOND HOMES page EE Wojciech Dwornik Location:U1-WINDOW HDR AT MASTER Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2009 International Building Code(2005 NDS)] ? :°J Portland.OR 97210 5.5 INx9.25INx6.33FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/8/2017 10:17:50 AM Section Adequate By:33.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2304 Dead Load 0.02 in Total Load 0.06 IN L/1351 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1327 lb 1385 lb Dead Load 937 lb 977 lb Total Load 2264 lb 2362 lb Bearing Length 0.66 in 0.69 in TR1 TR2 BEAM DATA Center Span Length 6.33 ft Unbraced Length-Top O ft A 6.33 n 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 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Left Live Load 406 plf 444 plf Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Left Dead Load 276 plf 302 plf Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Live Load 406 plf 444 plf Comp.J-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Right Dead Load 276 plf 302 plf Controlling Moment: 3686 ft-lb Load Start 0 ft 2.58 ft Load End 2.58 ft 6.33 ft 3.23 Ft from left support of span 2(Center Span) Load Length 2.58 ft 3.75 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1787 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: 58.97 in3 78.43 in3 Area(Shear): 15.77 in2 50.88 in2 Moment of Inertia(deflection): 64.46 in4 362.75 in4 Moment: 3686 ft-lb 4902 ft-lb Shear: -1787 lb 5766 lb NOTES ISOLATED FOOTING SCHEDULE TAG PAID SIZE REINFORCING MAX.BR'G 18' PIA.x 1NA. 2,414 " F20 20x20x10' NA. 3,819" F24 24'x24'xI2' NA. 5,400" F28 28'x28'xI4' NA. 1211 " F30 30560xI5' NA. 8,203 " F36 36.x36.x12' (4)"4 BARS * OC.EAU 12,150" F42 * 425(42x12' (5)"4 BARS 6 8' O.C.EAU 16,531 " F48 ** 48x48'x12' (6)"4 BARS e 9' O.C.EAU 21,600 " F54 *** 54x54x12' (6)"4 BARS 09' O.C.EAU 21,331 F60 *** 60x60x12' (1)"4 BARS 0 ? OC.Eli)) 33,150 " ASSUMED MIN.4x4 "2 DP.COLUMN(UN.O. - SEE PLANS) 6x6 DP.COLUMN FOR MAX.BRiG **31/2'x31/2' PBL COLUMN FOR MAX.IBR'G (OR 6x6 TO 18,521 ") ***51/4'x514' PSL COLUMN FOR MAX.IBRG (SEE POST-CONN.DETAIL) BOIL BP..1,500 PSF