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Specifications (7) • “\C 1 ry\�-LL Q)LQ 1 C►� Sl,3 c\Oc o d Project:Spruce_Windwood Homes_Lot 10 Annand Heights 1 { . , page �- ---� ;Keith A Kudrna Location: Beam Nr.01 -Roof Beam at Rear Patio I Suntel Design Roof Beam ( 16865 Boones Ferry Rd of [2012 International Building2012 NDS)]Code( Lake Oswego,Oregon 97035 3.5 IN x 7.25 IN x 11.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:42 AM Section Adequate By:60.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/832 Dead Load 0.10 in Total Load 0.27 IN L/510 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 431 lb 431 lb Dead Load 272 lb 272 lb Total Load 703 lb 703 lb Bearing Length 0.32 in 0.32 in BEAM DATA Span Length 11.5 ft Unbraced Length-Top 2 ft 11.5 ft Unbraced Length-Bottom 0 ft Roof Pitch 6 :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= 15 psf Bending Stress: Fb= 850 psi Fb'= 1267 psi Tributary Width: TW= 1.5 ft Cd=1.15 CI=1.00 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= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1 ft Comp.1 to Grain: Fc- I-= 625 psi Fc--1-'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2022 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.75 ft from left support Adjusted Beam Length: Ladj= 11.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 5 plf Controlling Shear: 633 lb Beam Uniform Live Load: wL= 75 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 47 plf Created by combining all dead and live loads. Total Uniform Load: wT= 122 plf Comparisons with required sections: Rea'd Provided Section Modulus: 19.15 in3 30.66 in3 Area(Shear): 4.59 in2 25.38 in2 Moment of Inertia(deflection): 39.23 in4 111.15 in4 Moment: 2022 ft-lb 3238 ft-lb Shear: 633 lb 3502 lb NOTES page Project: Spruce_Windwood Homes_Lot 10 Armand Heights — =/Keith A Kudrna Location: Beam Nr.02-Slider HeaderiY"1s ,.,t,. Suntel Design Combination Roof And Floor Beam ''',44-** 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] _-1 Lake Oswego, Oregon 97035 5.5 INx9.5INx6.5FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:43 AM Section Adequate By:53.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1635 Dead Load 0.03 in Total Load 0.08 IN L/961 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2427 lb 2427 lb Dead Load 1702 lb 1702 lb Total Load 4129 lb 4129 lb Bearing Length 1.20 in 1.20 in w SEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft Roof Pitch 6 :12 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= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 3 ft 21 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-1= 625 psi Fc--I-'= 625 psi Floor Tributary Width FTW= 0 ft 0.7 ft Controlling Moment: 6710 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= 720 plf Controlling Shear: 3138 lb Roof Uniform Dead Load: wD-roof= 402 plf At a distance d from support. Floor Uniform Live Load: wL-floor= 27 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 10 plf Beam Self Weight: BSW= 11 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 747 plf Section Modulus: 53.86 in3 82.73 in3 Combined Uniform Dead Load: wD= 524 plf Area(Shear): 24.08 in2 52.25 in2 Combined Uniform Total Load: wT= 1270 plf Moment of Inertia(deflection): 98.11 in4 392.96 in4 Moment: 6710 ft-lb 10307 ft-lb Shear: 3138 lb 6810 lb NOTES Pr'oject:Spruce_Windwood Homes Lot 10 Armand Heights II '4N ' page ..Keith A Kudrna Location: Beam Nr. 03-Beam by Others-loading only Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] ,u„_. Lake Oswego,Oregon 97035 6.75 INx19.5INx21.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:43 AM Section Adequate By:86.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN L/801 Dead Load 0.13 in Total Load 0.45 IN L/561 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5670 lb 5670 lb Dead Load 2426 lb 2426 lb Total Load 8096 lb 8096 lb Bearing Length 1.85 in 1.85 in BEAM DATA Center Span Length 21 ft Unbraced Length-Top 1.33 ft A 21 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.13 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 Adjusted Floor Tributary Width FTW= 5.5 ft 8 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2224 psi Wall Load WALL= 0 plf Cd=1.00 C1=1.00 Cv=0.93 Shear Stress: Fv= 265 psi Fv'= 265 psi BEAM LOADING Beam Total Live Load: wL= 540 plf Cd=1.00 Beam Total Dead Load: wD= 203 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 29 plf Comp.1 to Grain: Fc--L= 650 psi Fc--L'= 650 psi Total Maximum Load: wT= 771 plf Controlling Moment: 42503 ft-lb 10.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -6962 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 229.32 in3 427.78 in3 Area(Shear): 39.41 in2 131.63 in2 Moment of Inertia(deflection): 1875.05 in4 4170.87 in4 Moment: 42503 ft-lb 79288 ft-lb Shear: -6962 lb 23254 lb NOTES Project: Spruce_Windwood Homes_Lot 10 Annand Heights ` P, ` -1PKeith A Kudrna page Location: Beam Nr. 04-Ceiling Beam at Stairs Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] `" 'Lake Oswego, Oregon 97035 (2) 1.5 IN x 11.25 IN x 10.17 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:43 AM Section Adequate By: 146.5% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2984 Dead Load 0.02 in Total Load 0.06 IN L/2059 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 492 lb 492 lb Dead Load 221 lb 221 lb Total Load 713 lb 713 lb Bearing Length 0.38 in 0.38 in BEAM DATA Center Span Length 10.17 ft ,; ,> .,:. =`x n , . .., _ :..:. ani Unbraced Length-Top 1.33 ft A 10.17 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'= 848 psi Floor Dead Load FDL= 0 psf 15 psf Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 0 ft 2.4 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 SEAM LOADING Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 97 plf Controlling Moment: 1813 ft Ib Beam Total Dead Load: wD= 36 plf 5.085 ft from left support Beam Self Weight: BSW= 7 plf Total Maximum Load: wT= 140 plf Created by combining all dead and live loads. Controlling Shear: -585 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 25.67 in3 63.28 in3 Area(Shear): 4.87 in2 33.75 in2 Moment of Inertia(deflection): 42.95 in4 355.96 in4 Moment: 1813 ft-lb 4471 ft-lb Shear: -585 lb 4050 lb NOTES Project:Spruce_Windwood Homes_Lot 10 Annand Heights 11, 'f .. / " page ---- Keith A Kudrna Location: Beam Nr.05-Carrier Beam at Stairs Suntel Design Uniformly Loaded Floor Beam 16865 Boones FerryRd of of [2012 International Building Code(2012 NDS)] ---74 Lake Oswego, Oregon 97035 2 1.5 INx11.25INx10.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:44 AM Section Adequate By:74.5% Controlling Factor:Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2446 Dead Load 0.02 in Total Load 0.07 IN L/1658 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 443 lb 593 lb Dead Load 215 lb 283 lb Total Load 658 lb 876 lb 1 Bearing Length 0.35 in 0.47 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft loft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 850 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 0.7 ft 0.7 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-1'= 625 psi Beam Total Live Load: wL= 54 plf Controlling Moment: 2569 ft Ib Beam Total Dead Load: wD= 20 plf 5.0 ft from left support Beam Self Weight: BSW= 7 plf Total Maximum Load: wT= 81 plf Created by combining all dead and live loads. Controlling Shear: -803 lb POINT LOADS-CENTER SPAN At a distance d from support. Load Number One Created by combining all dead and live loads. Live Load 500 lb Dead Load 225 lb Comparisons with required sections: Req'd Provided Location 6.5 ft Section Modulus: 36.27 in3 63.28 in3 Area(Shear): 6.69 in2 33.75 in2 Moment of Inertia(deflection): 52.4 in4 355.96 in4 Moment: 2569 ft-lb 4482 ft-lb Shear: -803 lb 4050 lb NOTES Project:Spruce_Windwood Homes_Lot 10 Annand Heights lik \_ P', page ---„--4 Keith A Kudrna Location: Beam Nr.06-Floor Beam at Front Br iTx Suntel Design Combination Roof And Floor Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] � -« Lake Oswego,Oregon 97035 (3) 1.5 IN x 11.25 IN x 13.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:44 AM Section Adequate By:55.1% 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 0.08 IN L/2038 Dead Load 0.13 in Total Load 0.20 IN L/764 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 662 lb 662 lb Dead Load 1103 lb 1103 lb Total Load 1765 lb 1765 lb Bearing Length 0.63 in 0.63 in w BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft Roof Pitch 10 :12 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 #2-Douglas-Fir-Larch(North) Roof Dead Load RDL= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 1.5 ft 1 ft Bending Stress: Fb= 850 psi Fb'= 1124 psi Cd=1.15 CF=1.00 Cr-1.15 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 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-L= 625 psi Fc-L'= 625 psi Floor Tributary Width FTW= 0 ft 0.7 ft Controlling Moment: 5734 ft-lb Wall Load WALL= 100 plf 6.5 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 75 plf Controlling Shear: -1517 lb Roof Uniform Dead Load: wD-roof= 49 plf At a distance d from support. Floor Uniform Live Load: wL-floor= 27 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 10 plf Beam Self Weight: BSW= 11 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load wL= 102 plf Section Modulus: 61.21 in3 94.92 in3 Combined Uniform Dead Load: wD= 170 plf Area(Shear): 10.99 in2 50.63 in2 Combined Uniform Total Load: wT= 271 plf Moment of Inertia(deflection): 167.68 in4 533.94 in4 Moment: 5734 ft-lb 8892 ft-lb Shear: -1517 lb 6986 lb NOTES Project:Spruce_Windwood Homes_Lot 10 Annand Heights , # page it r.----,--.. .. Keith A Kudrna Location: Beam Nr.07-Carrier Beam Outside Garage , ` Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035 5.5 IN x 7.5 IN x 6.0 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:44 AM Section Adequate By: 9.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1323 Dead Load 0.05 in Total Load 0.10 IN L/719 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1841 lb 1651 lb Dead Load 1894 lb 1288 lb k ,: , fr t4 Total Load 3735 lb 2939 lb v ..,` ,...<. ... '1' , r Bearing Length 1.09 in 0.86 in TR1 BEAM DATA Center Span Length 6 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 6 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 9 plf Bending Stress: Fb= 1200 psi Fb'= 1199 psi Total Uniform Load 9 plf Cd=1.00 CI=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 665 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1105 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 0.75 ft Controlling Moment: 4702 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.82 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 260 plf 270 plf 60 plf Controlling Shear: 3670 lb Left Dead Load 200 plf 180 plf 40 plf At a distance d from left support of span 2(Center Span) Right Live Load 260 plf 270 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 200 plf 180 plf 40 plf Load Start 0.75 ft 0.75 ft 0 ft Comparisons with required sections: Req'd Provided Load End 6 ft 6 ft 0.75 ft Section Modulus: 47.06 in3 51.56 in3 Load Length 5.25 ft 5.25 ft 0.75 ft Area(Shear): 32.38 in2 41.25 in2 Moment of Inertia(deflection): 64.53 in4 193.36 in4 Moment: 4702 ft-lb 5153 ft-lb Shear: 3670 lb 4675 lb NOTES Project: Spruce_Windwood Homes_Lot 10 Annand Heights ; page 9r Keith A Kudrna Location: Beam Nr.08-Garage Door Header Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] a Lake Oswego,Oregon 97035 5.5 IN x 22.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:44 AM Section Adequate By: 54.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/1457 Dead Load 0.09 in Total Load 0.22 IN L/860 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A Live Load 9560 lb 3295 lb Dead Load 6574 lb 2325 lb Total Load 16134 lb 5620 lb Bearing Length 4.51 in 1.57 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.09 Uniform Live Load 55 plf Notch Depth 0.00 Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 27 plf 24F-V4-Visually Graded Western Species Total Uniform Load 102 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2300 psi Live Load 8330 lb Cd=1.00 Cv=0.96 Dead Load 5720 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 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 90 plf 720 plf Controlling Moment: 57710 ft-lb Left Dead Load 60 plf 480 plf 4.48 Ft from left support of span 2(Center Span) Right Live Load 90 plf 720 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 480 plf Controlling Shear: 13579 lb Load Start 0 ft 0 ft At a distance d from left support of span 2(Center Span) Load End 4.5 ft 4.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft 4.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 301.15 in3 464.06 in3 Area(Shear): 76.86 in2 123.75 in2 Moment of Inertia(deflection): 1457.07 in4 5220.7 in4 Moment: 57710 ft-lb 88930 ft-lb Shear: 13579 lb 21863 lb NOTES page Project:Spruce_Windwood Homes_Lot 10 Annand HeightsIt ...:-. ' Keith A Kudrna Location: Beam Nr.09-Roof Beam outside Garage „7141Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] -LtaLake Oswego,Oregon 97035 5.5 INx15.0INx17.25FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:45 AM Section Adequate By:94.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/1077 Dead Load 0.17 in Total Load 0.37 IN L/566 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2641 lb 1629 lb Dead Load 2365 lb 1424 lb Total Load 5006 lb 3053 lb Bearing Length 1.40 in 0.85 in w BEAM DATA Center Span Length 17.25 ft Unbraced Length-Top 2 ft 17.25 ft Unbraced Length-Bottom 17.25 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOAD$ Center Camber Required 0.17 Uniform Live Load 90 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 168 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2377 psi Live Load 1900 lb Cd-='1.00 CI=1.00 Cv=0.99 Dead Load 1900 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.-L to Grain: Fc- = 650 psi Fc--- = 650 psi Load Number One Two Left Live Load 90 plf 30 plf Controlling Moment: 21052 ft-lb Left Dead Load 60 plf 20 plf 5.0 Ft from left support of span 2(Center Span) Right Live Load 90 plf 30 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 20 plf Controlling Shear: 4621 lb Load Start 0 ft 5 ft At a distance d from left support of span 2(Center Span) Load End 5 ft 17.25 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 12.25 ft Comparisons with required sections: Req'd Provided Section Modulus: 106.29 in3 206.25 in3 Area(Shear): 26.16 in2 82.5 in2 Moment of Inertia(deflection): 656.09 in4 1546.88 in4 Moment: 21052 ft-lb 40852 ft-lb Shear: 4621 lb 14575 lb NOTES Project: Spruce_Windwood Homes Lot 10 Annand Heights *" :tri page * Keith A Kudrna Location: Beam Nr. 10-Roof Beam at Entry t. Design Multi-Loaded Multi-Span Beam 16865 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] = Lake Oswego, Oregon 97035 5.5 INx11.5INx6.5FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:45 AM Section Adequate By:31.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2377 Dead Load 0.03 in Total Load 0.06 IN L/1211 i Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 2 REACTIONS A B Live Load 2255 lb 2575 lb Dead Load 2110 lb 2308 lb f, 3 Total Load 4365 lb 4883 lb Ma EI;ZILlair-ilaillaiirain:EL'., Bearing Length 1.27 in 1.42 in w BEAM DATAenter Span Length 6.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 6.5 ft1111111111 Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 80 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 1300 psi Fb'= 1298 psi Total Uniform Load 213 plf Cd=1.00 C1=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Live Load 1700 lb 665 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1500 lb 1105 lb Comp. L to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Location 2.42 ft 3.42 ft Controlling Moment: 9939 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.38 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 240 plf 260 plf Controlling Shear: 4080 lb Left Dead Load 40 plf 260 plf 100 plf At a distance d from left support of span 2(Center Span) Right Live Load 60 plf 240 plf 260 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 260 plf 100 plf Load Start 0 ft 3.42 ft 3.42 ft Comparisons with required sections: Req'd Provided Load End 2.42 ft 6.5 ft 6.5 ft Section Modulus: 91.91 in3 121.23 in3 Load Length 2.42 ft 3.08 ft 3.08 ft Area(Shear): 36 in2 63.25 in2 Moment of Inertia(deflection): 138.14 in4 697.07 in4 Moment: 9939 ft-lb 13109 ft-lb Shear: 4080 lb 7168 lb NOTES Project: Spruce_Windwood Homes_Lot 10 Annand Heights '' ' , page Location: Beam Nr. 11 -Roof Beam at Entry — — Keith A Kudrna Suntel Design / Roof Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] - Lake Oswego, Oregon 97035 3.5 IN x 11.25 IN x 6.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:45 AM Section Adequate By:344.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7822 Dead Load 0.01 in Total Load 0.02 IN U4597 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ Live Load 536 lb 536 lb Dead Load 376 lb 376 lb Total Load 912 lb 912 lb Bearing Length 0.42 in 0.42 in BEAM DATA Span Length 6.5 ft Unbraced Length-Top 2 ft 6.5 ft Unbraced Length-Bottom 0 ft Roof Pitch 10 :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= 15 psf Bending Stress: Fb= 850 psi Fb'= 1071 psi Tributary Width: TW= 1.5 ft Cd=1.15 CI=1.00 CF=1.10 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 4 ft Comp. L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1483 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.25 ft from left support Adjusted Beam Length: Ladj= 6.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 8 plf Controlling Shear: 657 lb Beam Uniform Live Load: wL= 165 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 116 plf Created by combining all dead and live loads. Total Uniform Load: wT= 281 plf Comparisons with required sections: Req'd Provided Section Modulus: 16.61 in3 73.83 in3 Area(Shear): 4.76 in2 39.38 in2 Moment of Inertia(deflection): 16.26 in4 415.28 in4 Moment: 1483 ft-lb 6591 ft-lb Shear: 657 lb 5434 lb NOTES Project: Spruce_Windwood Homes_Lot 10 Annand Heights rpage = '.i Keith A Kudrna Location: Beam Nr. 12-Header at Entry Window YJ a Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] .,- Lake Oswego, Oregon 97035 5.5 INx9.0INx2.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:46 AM Section Adequate By:27.1% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4713 Dead Load 0.00 in Total Load 0.01 IN L/2802 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 4506 lb 3000 lb Dead Load 3088 lb 2084 lb Total Load 7594 lb 5084 lb Bearing Length 2.12 in 1.42 in w BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.01 Uniform Live Load 170 plf Notch Depth 0.00 Uniform Dead Load 170 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 351 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2397 psi Live Load 6630 lb Cd—=1.00 CI=1.00 Dead Load 4420 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 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 360 plf 60 plf Controlling Moment: 7118 ft-lb Left Dead Load 240 plf 40 plf 1.0 Ft from left support of span 2(Center Span) Right Live Load 360 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 240 plf 40 plf Controlling Shear: 6880 lb Load Start 0 ft 1 ft At a distance d from left support of span 2(Center Span) Load End 1 ft 2.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 35.63 in3 74.25 in3 Area(Shear): 38.95 in2 49.5 in2 Moment of Inertia(deflection): 28.62 in4 334.13 in4 Moment: 7118 ft-lb 14834 ft-lb Shear: 6880 lb 8745 lb NOTES Project: Spruce_Windwood Homes_Lot 10 Annand Heights rod" page Location: Beam Nr. 13-Rear Deck Beam ` ""— Keith A Kudrna UniformlyLoaded Floor Beam F* 16865SunteDesign 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] *Lake Oswego, Oregon 97035 3.5 IN x 9.25 IN x 11.33 FT ~� #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/13/2017 9:27:46 AM Section Adequate By:70.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1003 Dead Load 0.03 in Total Load 0.17 IN L/823 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 765 lb 765 lb Dead Load 167 lb 167 lb Total Load 932 lb 932 lb Bearing Length 0.43 in 0.43 in BEAM DATA Center Span Length 11.33 ft Unbraced Length-Top 0 ft 11.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 60 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1080 psi Floor Dead Load FDL= 10 psf 0 psf Cd=1.00 CF=1.20 Floor Tributary Width FTW= 2.3 ft 0 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.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 135 plf Controlling Moment: 2640 ft-lb Beam Total Dead Load: wD= 23 plf 5.665 ft from left support Beam Self Weight: BSW= 7 plf Total Maximum Load: wT= 165 plf Created by combining all dead and live loads. Controlling Shear: -820 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 29.33 in3 49.91 in3 Area(Shear): 6.83 in2 32.38 in2 Moment of Inertia(deflection): 82.82 in4 230.84 in4 Moment: 2640 ft-lb 4492 ft-lb Shear: -820 lb 3885 lb NOTES