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Report (2) 9734 SA/ iihndLwtp4- P( Msr2otq- 0033 Project: Moreland_Crandall Group_Canyon Court_Beam Calcs '. t,: . page --� Steve Irvine Location: Beam Nr.01 -Floor Beam at Bedroom Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] •- ''.Lake Oswego,Oregon 97035 (2) 1.5 IN x 11.25 IN x 10.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:48 AM Section Adequate By: 17.7% Controlling Factor: Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM RECEIVED Live Load 0.07 IN L/1727 Dead Load 0.07 in SEP 4 2019 Total Load 0.14 IN L/907 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 CITY OF TIGARD REACTIONS A B BUILDING DIVISION Live Load 839 lb 839 lb Dead Load 833 lb 833 lb " Total Load 1672 lb 1672 lb Bearing Length 0.89 in 0.89 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft B Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 95 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 850 psi Total Uniform Load 142 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Live Load 175 lb 175 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 150 lb 150 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 2.75 ft 7.75 ft Controlling Moment: 3809 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.25 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 60 plf 60 plf 0 plf Controlling Shear: -1671 lb Left Dead Load 140 plf 140 plf 20 plf 10.0 Ft from left support of span 2(Center Span) Right Live Load 60 plf 60 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 140 plf 20 plf Load Start 0 ft 7.75 ft 2.75 ft Comparisons with required sections: Req'd Provided Load End 2.75 ft 10.5 ft 7.75 ft Section Modulus: 53.77 in3 63.28 in3 Load Length 2.75 ft 2.75 ft 5 ft Area(Shear): 13.93 in2 33.75 in2 Moment of Inertia(deflection): 94.2 in4 355.96 in4 Moment: 3809 ft-lb 4482 ft-lb Shear: -1671 lb 4050 lb NOTES f. Project: Moreland_Crandall Group_Canyon CourtBeam Calcs page 4SSteve Irvine Location: Beam Nr. 02-Floor Beam at Utility Rm 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 (2) 1.5 INx11.25INx9.5FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:48 AM Section Adequate By:27.7% Controlling Factor: Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center J..OADING DIAGRAM Live Load 0.05 IN L/2180 Dead Load 0.05 in Total Load 0.10 IN L/1104 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B 2 Live Load 771 lb 771 lb Dead Load 809 lb 809 lb Total Load 1580 lb 1580 lb TRI TR2 Bearing Length 0.84 in 0.84 in w BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADSCenter MATERIAL PROPERTIES Uniform Live Load 95 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 850 psi Total Uniform Load 142 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Live Load 125 lb 125 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 100 lb 100 lb Comp.1 to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Location 3.25 ft 6.25 ft Controlling Moment: 3511 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.75 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 60 plf 60 plf 0 plf Controlling Shear: 1580 lb Left Dead Load 140 plf 140 plf 20 plf At left support of span 2(Center Span) Right Live Load 60 plf 60 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 140 plf 20 plf Load Start 0 ft 6.25 ft 3.25 ft Comparisons with required sections: Req'd Provided Load End 3.25 ft 9.5 ft 6.25 ft Section Modulus: 49.56 in3 63.28 in3 Load Length 3.25 ft 3.25 ft 3 ft Area(Shear): 13.17 in2 33.75 in2 Moment of Inertia(deflection): 77.39 in4 355.96 in4 Moment: 3511 ft-lb 4482 ft-lb Shear: 1580 lb 4050 lb NOTES Project: Moreland_Crandall Group_Canyon CourtBeam Calcs ' e.e, ,, page ',Steve Irvine Location: Beam Nr. 03-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)] ‘7.=; .:i0.,' �''Lake Oswego,Oregon 97035 3.5 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:48 AM Section Adequate By:31.5% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1611 Dead Load 0.03 in Total Load 0.07 IN L/894 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2677 lb 2080 lb 2 Dead Load 2258 lb 1630 lb Total Load 4935 lb 3710 lb Bearing Length 2.17 in 1.63 in TR3 ' BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft [iifirmii 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 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 8 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 Cd—=1.00 Live Load 850 lb 3200 lb Dead Load 825 lb 2425 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 Four Left Live Load 45 plf 40 plf 205 plf 45 plf Controlling Moment: 9682 ft-lb Left Dead Load 30 plf 15 plf 237 plf 30 plf 2.75 Ft from left support of span 2(Center Span) Right Live Load 45 plf 40 plf 205 plf 45 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 15 plf 237 plf 30 plf Controlling Shear: 4936 lb Load Start O ft 1 ft 1 ft 2.75 ft At left support of span 2(Center Span) Load End 1 ft 5.5 ft 2,75 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 4.5 ft 1.75 ft 2.75 ft Comparisons with required sections: Rea'd Provided Section Modulus: 48.41 in3 64.31 in3 Area(Shear): 27.94 in2 36.75 in2 Moment of Inertia(deflection): 90.66 in4 337.64 in4 Moment: 9682 ft-lb 12863 ft-lb Shear: 4936 lb 6493 lb NOTES Pfoject: Moreland_Crandall Group_Canyon Court_Beam Calcs 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)] Lia .--Lake Oswego, Oregon 97035 (3) 1.5 INx11.25INx5.5FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:49 AM Section Adequate By:48.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members PEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7964 Dead Load 0.02 in Total Load 0.03 IN L/2224 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1139 lb 599 lb 2 .1 Dead Load 2115 lb 1493 lb Total Load 3254 lb 2092 lb Bearing Length 1.16 in 0.74 in TR3 BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ftFIMMillil Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 850 psi Fb'= 978 psi Total Uniform Load 11 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 Two Cd=1.00 Live Load 775 lb 285 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 825 lb 2150 lb Comp. L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Location 1 ft 2.75 ft Controlling Moment: 5221 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.75 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 188 plf 45 plf Controlling Shear: 3254 lb Left Dead Load 30 plf 15 plf 225 plf 30 plf At left support of span 2(Center Span) Right Live Load 45 plf 40 plf 188 plf 45 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 15 plf 225 plf 30 plf Load Start O ft 1 ft 1 ft 2.75 ft Comparisons with required sections: Req'd Provided Load End 1 ft 5.5 ft 2.75 ft 5.5 ft Section Modulus: 64.09 in3 94.92 in3 Load Length 1 ft 4.5 ft 1.75 ft 2.75 ft Area(Shear): 27.11 in2 50.63 in2 Moment of Inertia(deflection): 57.62 in4 533.94 in4 Moment: 5221 ft-lb 7732 ft-lb Shear: 3254 lb 6075 lb NOTES ' Project: Moreland_Crandall Group_Canyon Court_Beam Calcs 'x ' page —AT--- Steve Irvine Location: Beam Nr.05-Carrier Beam at Front of Garage 4 " Suntel Design io- Multi-Loaded Multi-Span Beam *' 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] w ..T +-Lake Oswego,Oregon 97035 3.5 IN x 10.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:49 AM Section Adequate By: 18.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/946 Dead Load 0.08 in Total Load 0.18 IN L/532 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B 2 Live Load 3080 lb 3080 lb Dead Load 2407 lb 2407 lb Total Load 5487 lb 5487 lb ;`1 `CR2 Bearing Length 2.41 in 2.41 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft aft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 85 plf Uniform Dead Load 45 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 138 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 1450 lb 1450 lb Cd—=.1.00 Dead Load 1075 lb 1075 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc- L= 650 psi Fc-L'= 650 psi Load Number One Two Three Left Live Load 645 plf 645 plf 0 plf Controlling Moment: 8680 ft-lb Left Dead Load 530 plf 530 plf 30 plf 4.0 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 30 plf Controlling Shear: 5487 lb Load Start O ft 6 ft 2 ft At left support of span 2(Center Span) Load End 2 ft 8 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 2 ft 4 ft Comparisons with required sections: Read Provided Section Modulus: 43.4 in3 64.31 in3 Area(Shear): 31.06 in2 36.75 in2 Moment of Inertia(deflection): 152.44 in4 337.64 in4 Moment: 8680 ft-lb 12863 ft-lb Shear: 5487 lb 6493 lb NOTES Project: Moreland_Crandall Group_Canyon Court_Beam Calcs " f- ' page -j Steve Irvine Location: Beam Nr.06-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 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 7/11/2019 7:58:49 AM Section Adequate By: 18.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1453 Dead Load 0.04 in Total Load 0.08 IN L/808 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3998 lb 3937 lb 2 Dead Load 3314 lb 3089 lb Total Load 7312 lb 7026 lb Bearing Length 2.05 in 1.97 in TR4 BEAM DATA enter Span Length 5.5 ft Unbraced Length-Top 0 ft 1111111 ., Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 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 850 lb 6275 lb Cd=1.00 Dead Load 825 lb 4850 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.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 60 plf 40 plf 40 plf 235 plf Controlling Moment: 17051 ft-lb Left Dead Load 40 plf 15 plf 15 plf 257 plf 2.97 Ft from left support of span 2(Center Span) Right Live Load 60 plf 40 plf 40 plf 235 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 15 plf 15 plf 257 plf Controlling Shear: 7311 lb Load Start O ft 1 ft 3 ft 1 ft At left support of span 2(Center Span) Load End 1 ft 5.5 ft 5.5 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 4.5 ft 2.5 ft 2 ft Comparisons with required sections: Ree'd Provided Section Modulus: 85.26 in3 101.06 in3 Area(Shear): 41.38 in2 57.75 in2 Moment of Inertia(deflection): 157.62 in4 530.58 in4 Moment: 17051 ft-lb 20213 ft-lb Shear: 7311 lb 10203 lb NOTES ' page Project: Moreland_Crandall Group_Canyon Court Beam Calcs , -----,7Steve Irvine Location: Beam Nr. 07-Carrier Beam at Entry Suntel Design Multi-Loaded Multi-Span Beam ' 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] giii ... , -'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 7/11/2019 7:58:49 AM Section Adequate By:25.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1541 Dead Load 0.03 in Total Load 0.08 IN L/854 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3756 lb 3720 lb 2 Dead Load 3173 lb 2931 lb Total Load 6929 lb 6651 lb Bearing Length 1.94 in 1.86 in TR4 BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft illiiiil 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 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 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 775 lb 5925 lb Cd=1.00 Dead Load 825 lb 4575 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-1= 650 psi Fc- L'= 650 psi Load Number One Two Three Four Left Live Load 60 plf 40 plf 40 plf 218 plf Controlling Moment: 16119 ft-lb Left Dead Load 40 plf 15 plf 15 plf 245 plf 2.97 Ft from left support of span 2(Center Span) Right Live Load 60 plf 40 plf 40 plf 218 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 15 plf 15 plf 245 plf Controlling Shear: 6929 lb Load Start O ft 1 ft 3 ft 1 ft At left support of span 2(Center Span) Load End 1 ft 5.5 ft 5.5 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 4.5 ft 2.5 ft 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 80.6 in3 101.06 in3 Area(Shear): 39.22 in2 57.75 in2 Moment of Inertia(deflection): 149.08 in4 530.58 in4 Moment: 16119 ft-lb 20213 ft-lb Shear: 6929 lb 10203 lb NOTES Project: Moreland_Crandall Group_Canyon CourtBeam Calcs f ,> page Steve Irvine Location: Beam Nr. 08-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)] . Lake Oswego, Oregon 97035 5.5 IN x 16.5 IN x 18.67 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:50 AM Section Adequate By:41.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN U750 Dead Load 0.25 in Total Load 0.55 IN L/405 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 2325 lb 3035 lb Dead Load 2016 lb 2583 lb Total Load 4341 lb 5618 lb Bearing Length 1.21 in 1.57 in w BEAM DATA Center Span Length 18.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18.67 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.25 Uniform Live Load 45 plf Notch Depth 0.00 Uniform Dead Load 30 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 95 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2686 psi Live Load 4000 lb Cd-=.1.15 Cv=0.97 Dead Load 3325 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 10.67 ft Cd=1.15 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 15 plf 45 plf Controlling Moment: 39426 ft-lb Left Dead Load 10 plf 30 plf 10.64 Ft from left support of span 2(Center Span) Right Live Load 15 plf 45 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf 30 plf Controlling Shear: -5618 lb Load Start 0 ft 10.67 ft 19.0 Ft from left support of span 2(Center Span) Load End 10.67 ft 18.67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.67 ft 8 ft Comparisons with required sections: Req'd Provided Section Modulus: 176.13 in3 249.56 in3 Area(Shear): 27.65 in2 90.75 in2 Moment of Inertia(deflection): 914.86 in4 2058.89 in4 Moment: 39426 ft-lb 55862 ft-lb Shear: -5618 lb 18437 lb NOTES Project: Moreland_Crandall Group_Canyon Court_Beam Calcs '0441//f, page Steve Irvine Location: Beam Nr.09-Roof Beam at Covered Entry ; Suntel Design Roof Beam 41,400 16865 Boones Ferry Rd.,Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 3.5 INx7.25INx9.33FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:50 AM Section Adequate By: 158.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1947 Dead Load 0.05 in Total Load 0.11 IN L/1012 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 280 lb 280 lb Dead Load 258 lb 258 lb Total Load 538 lb 538 lb Bearing Length 0.25 in 0.25 in BEAM DATA Span Length 9.3 ft Unbraced Length-Top 0 ft 9.33 ft Unbraced Length-Bottom 0 ft Roof Pitch 9 :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= 850 psi Fb'= 1271 psi Tributary Width: TW= 0.5 ft Cd=1.15 CF=1.30 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 20 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1.5 ft Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1256 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= 5 plf Controlling Shear: 538 lb Beam Uniform Live Load: wL= 60 plf At support. Beam Uniform Dead Load: wD_adj= 55 plf Created by combining all dead and live loads. Total Uniform Load: wT= 115 plf Comparisons with required sections: Req'd Provided Section Modulus: 11.86 in3 30.66 in3 Area(Shear): 3.9 in2 25.38 in2 Moment of Inertia(deflection): 19.77 in4 111.15 in4 Moment: 1256 ft-lb 3247 ft-lb Shear: 538 lb 3502 lb NOTES • Project: Moreland_Crandall Group_Canyon Court Beam Gales 'With f' • page Steve Irvine Location: Beam Nr. 10-Garage Door Header 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 15.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCaic Version 10.0.1.4 7/11/2019 7:58:50 AM Section Adequate By: 19.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/620 Dead Load 0.21 in Total Load 0.53 IN L/373 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3408 lb 3645 lb Dead Load 2052 lb 2328 lb Total Load 5460 lb 5973 lb TRI! Bearing Length 1.53 in 1.67 in • " tA4 0 ct rr:' w BEAM DATA Center Span Length 16.5 ft N".° Unbraced Length-Top 0 ft 16.5 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.21 Uniform Live Load 180 plf Notch Depth 0.00 Uniform Dead Load 68 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 266 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2387 psi Load Number One Cd=1.00 Cv=0.99 Live Load 3050 lb Dead Load 2575 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9.33 ft Cd=1.00 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 Left Live Load 80 plf 40 plf Controlling Moment: 34401 ft-lb Left Dead Load 30 plf 15 plf 9.24 Ft from left support of span 2(Center Span) Right Live Load 80 plf 40 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 15 plf Controlling Shear: -5973 lb Load Start 0 ft 9.33 ft 16.0 Ft from left support of span 2(Center Span) Load End 9.33 ft 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.33 ft 7.17 ft Comparisons with required sections: Read Provided Section Modulus: 172.91 in3 206.25 in3 Area(Shear): 33.81 in2 82.5 in2 Moment of Inertia(deflection): 995.63 in4 1546.88 in4 Moment: 34401 ft-lb 41034 ft-lb Shear: -5973 lb 14575 lb NOTES Project: Moreland_Crandall Group_Canyon CourtBeam Calcs IL .TM .r page —z— Steve Irvine / Location: Beam Nr. 11 -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 IN x 15.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCaic Version 10.0.1.4 7/11/2019 7:58:50 AM Section Adequate By: 50.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/541 Dead Load 0.18 in Total Load 0.60 IN L/381 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3800 lb 3800 lb Dead Load 1595 lb 1595 lb Total Load 5395 lb 5395 lb Bearing Length 1.51 in 1.51 in BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 19ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.18 FLOOR LOADING Notch Depth 0.00 Side 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 Adiusted Floor Tributary Width FTW= 4.8 ft 5.3 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2354 psi Wall Load WALL= 0 plf Cd=1.00 Cv=0.98 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi 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= 18 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Total Maximum Load: wT= 568 plf Controlling Moment: 25626 ft-lb 9.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -5395 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 130.63 in3 206.25 in3 Area(Shear): 30.54 in2 82.5 in2 Moment of Inertia(deflection): 1028.69 in4 1546.88 in4 Moment: 25626 ft-lb 40459 ft-lb Shear: -5395 lb 14575 lb NOTES P.roject:Moreland Crandall Grou CanCourtBeam Calcs .; r page p_ y – Steve Irvine —,t Location: Beam Nr. 12-Ceiling Beam at Stairs ", ". Suntel Design Uniformly Loaded Floor Beam Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035 (2) 1.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:50 AM Section Adequate By:507.9% 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 0.01 IN L/MAX Dead Load 0.01 in Total Load 0.01 IN L/6438 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 160 lb 160 lb Dead Load 209 lb 209 lb Total Load 369 lb 369 lb Bearing Length 0.20 in 0.20 in w BEAM DATA Center Span Length 8 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.-1-to Grain: Fc--L= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 40 plf Controlling Moment: 737 ft-lb Beam Total Dead Load: wD= 45 plf 4.0 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: 369 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 10.41 in3 63.28 in3 Area(Shear): 3.07 in2 33.75 in2 Moment of Inertia(deflection): 13.27 in4 355.96 in4 Moment: 737 ft-lb 4482 ft-lb Shear: 369 lb 4050 lb NOTES pagePro1ect: Moreland_Crandall Group_Canyon Court_Beam Calcs ,. , e Steve Irvine Location: Beam Nr. 13-Ceiling Beam at Stairs Suntel Design /ofMulti-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 [2015 International Building Code(2015 NDS)] - Lake Oswego,Oregon 97035 3.5 IN x 9.0 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:51 AM Section Adequate By: 16.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/588 Dead Load 0.12 in Total Load 0.30 IN L/356 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2323 lb 1792 lb Dead Load 1414 lb 1230 lb TRa Total Load 3737 lb 3022 lb �«. Bearing Length 1.64 in 1.33 in w BEAM DATA citer Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft1111111M116- Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.12 UNIFORM LOADS Center 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 Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 175 lb Cd—=1.00 Dead Load 200 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi Load Number One Two Left Live Load 0 plf 248 plf Controlling Moment: 8112 ft-lb Left Dead Load 100 plf 93 plf 4.32 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: 3737 lb Load Start 0 ft 0 ft At left support of span 2(Center Span) Load End 9 ft 5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9 ft 5 ft Comparisons with required sections: Read Provided Section Modulus: 40.56 in3 47.25 in3 Area(Shear): 21.15 in2 31.5 in2 Moment of Inertia(deflection): 143.24 in4 212.63 in4 Moment: 8112 ft-lb 9450 ft-lb Shear: 3737 lb 5565 lb NOTES • Project: Moreland_Crandall Group_Canyon Court–Beam Calcs .£ page — Steve Irvine / Location: Beam Nr. 14-Ceiling Beam at Great Rm , Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd., Suite 201 of [2015 International Building Code(2015 NDS)] ' Lake Oswego,Oregon 97035 (4) 1.5 IN x 11.25 IN x 16.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:51 AM Section Adequate By:37.3% 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 0.21 IN L/956 Dead Load 0.12 in Total Load 0.33 IN L/605 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2774 lb 871 lb Dead Load 1661 lb 495 lb Total Load 4435 lb 1366 lb 1 Bearing Length 1.18 in 0.36 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft 16.5 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= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 978 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Cr--1.15 Floor Tributary Width FTW= 1 ft 1 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.-L to Grain: Fc- = 625 psi Fc- = 625 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 7511 ft Ib Beam Total Dead Load: wD= 30 plf 8.25 ft from left support Beam Self Weight: BSW= 14 plf Total Maximum Load: wT= 124 plf Created by combining all dead and live loads. Controlling Shear: 4435 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 2325 lb Dead Load 1425 lb Comparisons with required sections: Req'd Provided Location 1.5 ft Section Modulus: 92.21 in3 126.56 in3 Area(Shear): 36.96 in2 67.5 in2 Moment of Inertia(deflection): 282.25 in4 711.91 in4 Moment: 7511 ft-lb 10310 ft-lb Shear: 4435 lb 8100 lb NOTES • Project: Moreland_Crandall Group_Canyon Court_Beam Calcs a e 4 page Steve Irvine Location: Beam Nr. 15-Kitchen Slider header e , 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 7/11/2019 7:58:51 AM 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 Center Span Length 6.5 ft Unbraced Length-Top 0 ft Roof Pitch 5 :12lirl=Milli 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. L to Grain: Fc-J-= 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: Read 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 , Rroject:Moreland_Crandall Group_Canyon Court_Beam Calcs page >,Steve Irvine Location: Beam Nr. 16-Great Rm Window Header , . 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 11.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:51 AM Section Adequate By:29.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2710 Dead Load 0.02 in Total Load 0.04 IN L/1616 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 3294 lb 3065 lb Dead Load 2256 lb 1952 lb 2 Total Load 5550 lb 5017 lb Bearing Length 1.61 in 1.46 in TR3 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 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 Two Cd=1.00 Live Load 2000 lb 875 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1475 lb 500 lb Comp.1 to Grain: Fc- L= 625 psi Fc--L'= 625 psi Location 2.75 ft 4.75 ft Controlling Moment: 9239 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.75 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 330 plf 300 plf 615 plf 0 plf Controlling Shear: 5549 lb Left Dead Load 124 plf 113 plf 510 plf 30 plf At left support of span 2(Center Span) Right Live Load 330 plf 300 plf 615 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 124 plf 113 plf 510 plf 30 plf Load Start O ft 4.75 ft O ft 2.75 ft Comparisons with required sections: Read Provided Load End 4.75 ft 5.5 ft 2.75 ft 5.5 ft Section Modulus: 85.28 in3 121.23 in3 Load Length 4.75 ft 0.75 ft 2.75 ft 2.75 ft Area(Shear): 48.96 in2 63.25 in2 Moment of Inertia(deflection): 103.56 in4 697.07 in4 Moment: 9239 ft-lb 13133 ft-lb Shear: 5549 lb 7168 lb NOTES Fwroject: Moreland_Crandall Group_Canyon CourtBeam Calcs page Steve Irvine / Location: Beam Nr. 17-Great Rm Window Header 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 9.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2019 7:58:51 AM Section Adequate By: 12.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2005 Dead Load 0.02 in Total Load 0.06 IN L/1195 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1776 lb 3104 lb Dead Load 1135 lb 2148 lb Total Load 2911 lb 5252 lb J .... Bearing Length 0.85 in 1.53 in � d BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 113 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 424 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 2000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1475 lb Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 3.5 ft Controlling Moment: 7362 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.52 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 615 plf 0 plf Controlling Shear: -5252 lb Left Dead Load 510 plf 30 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 615 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 510 plf 30 plf Load Start 3.5 ft 0 ft Comparisons with required sections: Req'd Provided Load End 5.5 ft 3.5 ft Section Modulus: 67.96 in3 82.73 in3 Load Length 2 ft 3.5 ft Area(Shear): 46.34 in2 52.25 in2 Moment of Inertia(deflection): 78.95 in4 392.96 in4 Moment: 7362 ft-lb 8962 ft-lb Shear: -5252 lb 5922 lb NOTES Project:TYPICAL FOOTINGS page valerii suntee / Location: Footing'A' suntel design Footing � • 16865 Boones Ferry Rd Suite 201 of [2003 International Residential Code(2005 NDS) °` ' Lake Oswego, OR 97035 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN. O.C. E/W/(5)min. StruCalc Version 8.0.113.0 10/20/2016 12:07:11 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM RECEIVED Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi SEP 4 2019 Concrete Reinforcement Cover: c= 3 in FOOTING SIZE CITY OF TIGARD Width: W= 2.83 ft BUILDING DIVISION 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: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseplate Length: bsl= 4 in FOOTING CALCULATIONS I-4in—I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1249 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.41 sf Area Provided: A= 8.01 sf 12 in Baseplate Bearing: Bearing Required: Bear= 14000 lb Allowable Bearing: Bear-A= 44200 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2774 lb 2.83 ft Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in FOOTING LOADING Punching Shear: Vu2= 12178 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Dead Load: PD= 10000 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Total Load: PT= 10000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Ultimate Factored Load: Pu= 14000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Bending Calculations: Factored Moment: Mu= 46255 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.16 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 11.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project: z r, { page Keith th A Kudrna / Location: Footing"C" �; Suntel Design Footingiwkt 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 Footing Size:3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.1.7 9/17/2015 1:15:44 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1224 psf I-4in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.11 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 21000 lb 12 in Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 6375 lb 3 in Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 19214 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 15000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 15000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 21000 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1184 lb Factored Moment: Mu= 110250 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.38 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in