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Report (2) 97c-q Stn/ vviNoswf r- M 1ZOlC Co 3(j Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs "AiPL page Steve Irvine Location: Beam Nr.01 -Roof Beam at Front of Garage ; Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] i° -Lake Oswego, Oregon 97035 5.5 INx18.0INx21.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:52 PM Section Adequate By: 117.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/1237 RECEIVED Dead Load 0.23 in Total Load 0.43 IN L/587 SEP 5 2019 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B CITY OF TIGARD Live Load 2352 lb 2352 lb BUILDING DIVISION Dead Load 2609 lb 2609 lb Total Load 4961 lb 4961 lb T '. Bearing Length 1.39 in 1.39 in NKS w BEAM DATA Cen er Span Length 21 ft Unbraced Length-Top 0 ft _ 21 ft Unbraced Length-Bottom 21 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 164 plf Notch Depth 0.00 Uniform Dead Load 187 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 372 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2288 psi Left Live Load 60 plf Cd—=1.00 Cv=0.95 Left Dead Load 40 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 60 plf Cd=1.00 Right Dead Load 40 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.--to Grain: Fc- L= 650 psi Fc--- = 650 psi Load End 21 ft Load Length 21 ft Controlling Moment: 26044 ft-lb 10.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4961 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 136.57 in3 297 in3 Area(Shear): 28.08 in2 99 in2 Moment of Inertia(deflection): 1093.69 in4 2673 in4 Moment: 26044 ft-lb 56638 ft-lb Shear: 4961 lb 17490 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calos it '{. j "' , page _ Steve IrvineD / Location: Beam Nr.02-Floor Beam at Utility Rm ` Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 or [2015 International Building Code(2015 NDS)] ;Lake Oswego,Oregon 97035 5.5 INx10.5INx9.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:52 PM Section Adequate By:54.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/929 Dead Load 0.09 in Total Load 0.21 IN L/525 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3478 lb 3457 lb Dead Load 2707 lb 2701 lb Total Load 6185 lb 6158 lb TR1 TR2 h' Bearing Length 1.73 in 1.72 in w PEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Uniform Live Load 85 plf Notch Depth 0.00 Uniform Dead Load 45 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 143 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 1150 lb 1150 lb Cd=1.00 Dead Load 825 lb 825 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.75 ft 5.75 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1-to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 645 plf 645 plf 0 plf Controlling Moment: 13046 ft-lb Left Dead Load 530 plf 530 plf 20 plf 5.67 Ft from left support of span 2(Center Span) Right Live Load 645 plf 645 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 530 plf 530 plf 20 plf Controlling Shear: 6185 lb Load Start 0 ft 5.75 ft 2.75 ft At left support of span 2(Center Span) Load End 2.75 ft 9 ft 5.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.75 ft 3.25 ft 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 65.23 in3 101.06 in3 Area(Shear): 35.01 in2 57.75 in2 Moment of Inertia(deflection): 242.57 in4 530.58 in4 Moment: 13046 ft-lb 20213 ft-lb Shear: 6185 lb 10203 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court Beam Calcs , t, page Steve Irvine Location: Beam Nr.03-Carrier Beam at Front of Garage w' Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] � .Lake Oswego, Oregon 97035 5.5 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:52 PM Section Adequate By: 17.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1488 Dead Load 0.04 in Total Load 0.08 IN L/821 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3788 lb 3581 lb Dead Load 3104 lb 3005 lb Total Load 6892 lb 6586 lb TR2 Bearing Length 1.93 in 1.84 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft Unbraced Length-Bottom 5.5 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 15 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 68 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 50 lb 6300 lb Cd=1.00 Dead Load 100 lb 4875 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 2.75 ft Cd=1.00 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 45 plf 360 plf 45 plf Controlling Moment: 17194 ft-lb Left Dead Load 30 plf 340 plf 130 plf 2.75 Ft from left support of span 2(Center Span) Right Live Load 45 plf 360 plf 45 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 340 plf 130 plf Controlling Shear: 6892 lb Load Start 0 ft 1 ft 2.75 ft At left support of span 2(Center Span) Load End 1 ft 2.75 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 1.75 ft 2.75 ft Comparisons with required sections: Req'd Provided Section Modulus: 85.97 in3 101.06 in3 Area(Shear): 39.01 in2 57.75 in2 Moment of Inertia(deflection): 155.13 in4 530.58 in4 Moment: 17194 ft-lb 20213 ft-lb Shear: 6892 lb 10203 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs L 4 page Steve Irvine Location: Beam Nr. 04-Carrier Beam at Entry , Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] ‘.:2.,. ,, - x-Lake Oswego,Oregon 97035 5.5 IN x 11.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:52 PM Section Adequate By:47.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3367 Dead Load 0.02 in Total Load 0.04 IN L/1851 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1726 lb 2096 lb Dead Load 1412 lb 1814 lb TR4 Total Load 3138 lb 3910 lb TR3 Bearing Length 0.91 in 1.14 in TRI TR2 BEAM DATA Center • Span Length 5.5 ft Unbraced Length-Top 0 ft 11111111/ 11 Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 13 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 3475 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 2700 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 3 ft Controlling Moment: 8934 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.03 Ft from left support of span 2(Center Span) Load Number One Two Three Four Created by combining all dead loads and live loads on span(s)2 Left Live Load 45 plf 40 plf 45 plf 0 plf Controlling Shear: -3911 lb Left Dead Load 30 plf 15 plf 30 plf 100 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 45 plf 40 plf 45 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 15 plf 30 plf 100 plf Load Start Oft 3 ft 3 ft 3 ft Comparisons with required sections: Req'd Provided Load End 3 ft 5.5 ft 5.5 ft 5.5 ft Section Modulus: 82.46 in3 121.23 in3 Load Length 3 ft 2.5 ft 2.5 ft 2.5 ft Area(Shear): 34.51 in2 63.25 in2 Moment of Inertia(deflection): 90.36 in4 697.07 in4 Moment: 8934 ft-lb 13133 ft-lb Shear: -3911 lb 7168 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Caics i' page - �Steve Irvine Location: Beam Nr.05-Carrier Beam at Front of Garage "'. Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] ~.Lake Oswego,Oregon 97035 6.75 IN x 12.0 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:53 PM Section Adequate By:30.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1825 Dead Load 0.03 in Total Load 0.06 IN L/1037 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 2 REACTIONS A B Live Load 5168 lb 5817 lb 1 Dead Load 3993 lb 4384 lb ,"* ,,2„;,,a0Z7briai.,:..— .. ,, .,.„ EWIffltsRWnTotal Load 9161 lb 10201 lb jaays Bearing Length 2.09 in 2.33 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft111.111111111111.11. 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 15 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 73 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 50 lb 9775 lb Cd=1.00 Dead Load 100 lb 7300 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 3 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Load Number One Two Three Four Left Live Load 40 plf 30 plf 360 plf 30 plf Controlling Moment: 24888 ft-lb Left Dead Load 15 plf 20 plf 340 plf 20 plf 2.97 Ft from left support of span 2(Center Span) Right Live Load 40 plf 30 plf 360 plf 30 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 15 plf 20 plf 340 plf 20 plf Controlling Shear: -10201 lb Load Start 3 ft O ft 1 ft O ft 6.0 Ft from left support of span 2(Center Span) Load End 5.5 ft 1 ft 3 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 1 ft 2 ft 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 124.44 in3 162 in3 Area(Shear): 57.74 in2 81 in2 Moment of Inertia(deflection): 224.93 in4 972 in4 Moment: 24888 ft-lb 32400 ft-lb Shear: -10201 lb 14310 lb NOTES page Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs ,Steve Irvine Location: Beam Nr.06-Roof Beam at Covered Entry i Suntel Design Roof Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 5.5 INx11.25INx9.33FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:53 PM Section Adequate By:410.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/6191 Dead Load 0.02 in Total Load 0.04 IN L/3179 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 420 lb 420 lb Dead Load 398 lb 398 lb Total Load 818 lb 818 lb Bearing Length 0.24 in 0.24 in BEAM DATA Span Length 9.3 ft Unbraced Length-Top 0 ft 9.33 ft Unbraced Length-Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 20 psf Bending Stress: Fb= 875 psi Fb'= 1006 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 20 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 1.5 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1907 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 4.665 ft from left support Adjusted Beam Length: Ladj= 9.33 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf Controlling Shear: 818 lb Beam Uniform Live Load: wL= 90 plf At support. Beam Uniform Dead Load: wD_adj= 85 plf Created by combining all dead and live loads. Total Uniform Load: wT= 175 plf Comparisons with required sections: Read Provided Section Modulus: 22.74 in3 116.02 in3 Area(Shear): 6.27 in2 61.88 in2 Moment of Inertia(deflection): 36.95 in4 652.59 in4 Moment: 1907 ft-lb 9728 ft-lb Shear: 818 lb 8064 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs II? page Location: Beam Nr.07-Garage Door Header Steve(Suntel DDesign ine / Multi-Loaded Multi-Span Beam P 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] -.Lake Oswego, Oregon 97035 5.5 IN x 13.5 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:53 PM Section Adequate By: 103.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/763 Dead Load 0.14 in Total Load 0.40 IN L/500 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2607 lb 2607 lb Dead Load 1370 lb 1370 lb Total Load 3977 lb 3977 lb TR1 Bearing Length 1.11 in 1.11 in w SEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft 16.5 ft B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADSenter Camber Required 0.14 Uniform Live Load 116 plf Notch Depth 0.00 Uniform Dead Load 75 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 24F-V4-Visually Graded Western Species Total Uniform Load 207 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 200 plf Cd=1.00 Left Dead Load 75 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 200 plf Cd=1.00 Right Dead Load 75 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.1 to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load End 16.5 ft Load Length 16.5 ft Controlling Moment: 16406 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3977 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 82.03 in3 167.06 in3 Area(Shear): 22.51 in2 74.25 in2 Moment of Inertia(deflection): 541.32 in4 1127.67 in4 Moment: 16406 ft-lb 33413 ft-lb Shear: 3977 lb 13118 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs _j-j ." page Steve Irvine Location: Beam Nr.08-Ceiling Beam at Garage Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] + :Lake Oswego,Oregon 97035 5.5 INx16.5INx21.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:53 PM Section Adequate By:48.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.47 IN L/534 Dead Load 0.20 in Total Load 0.67 IN L/375 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4200 lb 4200 lb Dead Load 1782 lb 1782 lb Total Load 5982 lb 5982 lb Bearing Length 1.67 in 1.67 in BEAM DATA Center Span Length 21 ft Unbraced Length-Top 0 ft 21 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.2 FLOOR LOADING Notch Depth 0.00 ide 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 5 ft 5 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2308 psi Wall Load WALL= 0 plf Cd=1.00 Cv=0.96 Shear Stress: Fv= 265 psi Fv'= 265 psi I BEAM LOADING Beam Total Live Load: wL= 400 plf Cd=1.00 Beam Total Dead Load: wD= 150 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 20 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Total Maximum Load: wT= 570 plf Controlling Moment: 31403 ft-lb 10.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 5982 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 163.25 in3 249.56 in3 Area(Shear): 33.86 in2 90.75 in2 Moment of Inertia(deflection): 1388.93 in4 2058.89 in4 Moment: 31403 ft-lb 48008 ft-lb Shear: 5982 lb 16033 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon CourtBeam Calcs '''ifs', " page Steve Irvine Location: Beam Nr.09-Ceiling Beam at Stairs w P Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] "u°' Lake Oswego,Oregon 97035 (2) 1.5 IN x 11.25 IN x 6.75 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:53 PM Section Adequate By:753.9% 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 0.01 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 135 lb 135 lb Dead Load 176 lb 176 lb Total Load 311 lb 311 lb Bearing Length 0.17 in 0.17 in w BEAM DATA Center Span Length 6.75 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 0 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 850 psi Floor Dead Load FDL= 0 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 0 ft 1 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 30 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.--to Grain: Fc--L= 625 psi Fc--L'= 625 psi Beam Total Live Load: wL= 40 plf Controlling Moment: 525 ft-lb Beam Total Dead Load: wD= 45 plf 3.375 ft from left support Beam Self Weight: BSW= 7 plf Total Maximum Load: wT= 92 plf Created by combining all dead and live loads. Controlling Shear: 311 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 7.41 in3 63.28 in3 Area(Shear): 2.59 in2 33.75 in2 Moment of Inertia(deflection): 7.97 in4 355.96 in4 Moment: 525 ft-lb 4482 ft-lb Shear: 311 lb 4050 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs page RIF K ^' ,..Steve Irvine Location: Beam Nr. 10-Ceiling Beam at Stairs Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] -, Lake Oswego,Oregon 97035 3.5 IN x 9.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:54 PM Section Adequate By:4.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/497 Dead Load 0.15 in Total Load 0.38 IN U303 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 i REACTIONS A B Live Load 2457 lb 1907 lb Dead Load 1481 lb 1294 lb Tae Total Load 3938 lb 3201 lb Bearing Length 1.73 in 1.41 in w BEAM DATA Center i Span Length 9.5 ft Unbraced Length-Top 0 ft hillilliM Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.15 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 113 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 420 plf Base Values A._lusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 150 lb Cd=1.00 Dead Load 175 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 Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Load Number One Two Left Live Load 0 plf 248 plf Controlling Moment: 9010 ft-lb Left Dead Load 100 plf 93 plf 4.56 Ft from left support of span 2(Center Span) Right Live Load 0 plf 248 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf 93 plf Controlling Shear: 3939 lb Load Start 0 ft 0 ft At left support of span 2(Center Span) Load End 9.5 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.5 ft 5.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 45.05 in3 47.25 in3 Area(Shear): 22.29 in2 31.5 in2 Moment of Inertia(deflection): 168.4 in4 212.63 in4 Moment: 9010 ft-lb 9450 ft-lb Shear: 3939 lb 5565 lb NOTES r Project:Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs -k. { '" ,.f page ----,` Steve Irvine Location: Beam Nr. 11 -Kitchen Slider header Suntel Design Combination Roof And Floor Beam 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] 'Lake Oswego,Oregon 97035 5.5 IN x 11.5 IN x 6.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:54 PM Section Adequate By:56.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2292 Dead Load 0.02 in Total Load 0.06 IN L/1332 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3071 lb 3071 lb Dead Load 2214 lb 2214 lb Total Load 5285 lb 5285 lb Bearing Length 1.54 in 1.54 in w BEAM DATA citer Span Length 6.5 ft Unbraced Length-Top 0 ft Roof Pitch 5 :1211111i11 - Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #1 -Douglas-Fir-Larch(North) Roof Dead Load RDL= 20 psf 20 psf Base Values Adjusted Roof Tributary Width RTW= 1.5 ft 19 ft Bending Stress: Fb= 1300 psi Fb'= 1495 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 0 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 0 psf 15 psf Comp.1 to Grain: Fc--L= 625 psi Fc--L'= 625 psi Floor Tributary Width FTW= 0 ft 8.3 ft Controlling Moment: 8589 ft-lb Wall Load WALL= 100 plf 3.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 615 plf Controlling Shear: 5286 lb Roof Uniform Dead Load: wD-roof= 444 plf At support. Floor Uniform Live Load: wL-floor= 330 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 124 plf Beam Self Weight: BSW= 13 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 945 plf Section Modulus: 68.94 in3 121.23 in3 Combined Uniform Dead Load: wD= 681 plf Area(Shear): 40.55 in2 63.25 in2 Combined Uniform Total Load: wT= 1626 plf Moment of Inertia(deflection): 125.6 in4 697.07 in4 Moment: 8589 ft-lb 15103 ft-lb Shear: 5286 lb 8244 lb NOTES page Project: Moreland 30 Ft_Crandall Group_Canyon CourtBeam Calcs7 r ' wr,-�--, . Steve Irvine Location: Beam Nr. 12-Great Rm Window Header f Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 or [2015 International Building Code(2015 NDS)] a Lake Oswego,Oregon 97035 5.5 IN x 9.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:54 PM Section Adequate By:23.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2943 Dead Load 0.01 in Total Load 0.04 IN L/1804 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 2861 lb 1318 lb Dead Load 1929 lb 769 lb Total Load 4790 lb 2087 lb TR1 Bearing Length 1.39 in 0.61 in w SEAM DATA Center 1 \rl IMI Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 320 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 451 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number On Cd=1.00 Live Load 1700 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1250 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 1.17 ft Controlling Moment: 4525 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.21 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 615 plf 0 plf 0 plf Controlling Shear: 4790 lb Left Dead Load 410 plf 100 plf 30 plf At left support of span 2(Center Span) Right Live Load 615 plf 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 410 plf 100 plf 30 plf Load Start Oft Oft 1.17 ft Comparisons with required sections: Req'd Provided Load End 1.17 ft 1.17 ft 5.5 ft Section Modulus: 41.76 in3 82.73 in3 Load Length 1.17 ft 1.17 ft 4.33 ft Area(Shear): 42.27 in2 52.25 in2 Moment of Inertia(deflection): 52.29 in4 392.96 in4 Moment: 4525 ft-lb 8962 ft-lb Shear: 4790 lb 5922 lb NOTES Project: Moreland 30 Ft_Crandall Group_Canyon Court_Beam Calcs NovLSteve Irvine page Location: Beam Nr. 13-Great Rm Window Header Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] - <Lake Oswego, Oregon 97035 5.5 IN x 9.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 8/20/2019 3:52:54 PM Section Adequate By:0.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2239 Dead Load 0.02 in Total Load 0.05 IN L/1347 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3502 lb 1548 lb Dead Load 2391 lb 954 lb Total Load 5893 lb 2502 lb Bearing Length 1.71 in 0.73 in SEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5ft B Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch(North) Si e 1 Side 2 Base Values Adjusted Floor Live Load FLL= 0 psf 40 psf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Floor Dead Load FDL= 0 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 0 ft 7.5 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Wall Load WALL= 30 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp. L to Grain: Fc-1= 625 psi Fc---'= 625 psi Beam Total Live Load: wL= 300 plf Controlling Moment: 6562 ft Ib Beam Total Dead Load: wD= 143 plf 2.75 ft from left support Beam Self Weight: BSW= 11 plf Total Maximum Load: wT= 454 plf Created by combining all dead and live loads. Controlling Shear: 5892 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 3400 lb Dead Load 2500 lb Comparisons with required sections: Req'd Provided Location 1.17 ft Section Modulus: 60.57 in3 82.73 in3 Area(Shear): 51.99 in2 52.25 in2 Moment of Inertia(deflection): 70 in4 392.96 in4 Moment: 6562 ft-lb 8962 ft-lb Shear: 5892 lb 5922 lb NOTES