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Specifications (79) m c()u -CC C 1 \L Cc ' c�c c1 Ch1\ C-� - Project:Elm_Windwood Homes Beams page Judith Sowers Location:Beam Nr.01 -Great Room Window Header R�-�� �� �� ,—,�-°t�,� Suntel Design Multi-Loaded Multi-Span Beam ""' ` g p ' 16865 Boones Ferry Rd Suite 201 or 520115N Ix 11.5 IN xal65 5.5Boones Code(2012 NDS)] JUL 7 201 L- Lake Oswego,OR 97035 .5#1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:02 AM CriY Section Adequate By:36.6% CF s' Controlling Factor:Shear cls aNC Di DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5491 Dead Load 0.01 in Total Load 0.02 IN 03712 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3455 lb 1391 lb Dead Load 1792 lb 646 lb Total Load 5247 lb 2037 lb TR2 Bearing Length 1.53 in 0.59 in BEAM DATA Center ;737.777-7,7,;;'•,,,+,+;x :- 'l "Gv G"R Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft /111111 Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #1 -Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values A•justed Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Total Uniform Load 529 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 2200 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1125 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 0.66 ft Comp.-L to Grain: Fc- = 625 psi Fc- L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3583 ft-lb Load Number One Two 1.98 Ft from left support of span 2(Center Span) Left Live Load 0 plf 675 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 50 plf 550 plf Controlling Shear: 5246 lb Right Live Load 0 plf 675 plf At left support of span 2(Center Span) Right Dead Load 50 plf 550 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0.66 ft 0 ft Load End 5.5 ft 0.66 ft Comparisons with required sections: Read Provided Load Length 4.84 ft 0.66 ft Section Modulus: 31.85 in3 121.23 in3 Area(Shear): 46.29 in2 63.25 in2 Moment of Inertia(deflection): 45.7 in4 697.07 in4 Moment: 3583 ft-lb 13638 ft-lb Shear: 5246 lb 7168 lb NOTES Page Project:Elm_Windwood Homes Beams Judith Souers Location:Beam Nr.02-Great Room Window Header Suntel Design / Multi-Loaded Multi-Span Beam '` " 16865 Boones Ferry Rd Suite 201 or [2015 International Building Code(2012 NDS)] ,,_Lake Oswego,OR 97035 5.5 IN x 11.5 IN x 5.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:03 AM Section Adequate By:25.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2495 Dead Load 0.02 in Total Load 0.04 IN U1576 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3682 lb 3418 lb Dead Load 2037 lb 2071 lb Total Load 5719 lb 5489 lb TR2 Bearing Length 1.66 in 1.60 in BEAM DATA Center " 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 400 plf #1 -Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adiustec( Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Total Uniform Load 529 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 2200 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1125 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1.5 ft Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 8591 ft-lb Load Number Qog T� 2.37 Ft from left support of span 2(Center Span) Left Live Load 0 plf 675 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 50 plf 550 plf Controlling Shear: 5719 lb Right Live Load 0 plf 675 plf At left support of span 2(Center Span) Right Dead Load 50 plf 550 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.5 ft Load End 1.5 ft 5.5 ft Comparisons with required sections: Read Provided Load Length 1.5 ft 4 ft Section Modulus: 76.36 in3 121.23 in3 Area(Shear): 50.46 in2 63.25 in2 Moment of Inertia(deflection): 106.14 in4 697.07 in4 Moment: 8591 ft-lb 13638 ft-lb Shear: 5719 lb 7168 lb NOTES Project: Elm_Windwood Homes_Beams #. page Judith Souers Location:Beam Nr.03-Dining Rm Slider Header Suntel Design / Combination Roof And Floor Beam " 16865 Boones Ferry Rd Suite 201 of 2015 International BuildingCode (2012(2012 NDS)l ;;,.Lake Oswego,OR 97035 5.5 IN x 9.0 IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:03 AM Section Adequate By: 10.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/481 Dead Load 0.12 in Total Load 0.33 IN L/305 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4611 lb 4611 lb Dead Load 2678 lb 2678 lb Total Load 7289 lb 7289 lb Bearing Length 2.04 in 2.04 in SEAM DATA Center W ,f' ,u«S h'G' I,Z"EY-`.x;rE.h7777777-77—A TT.'.7:: "Y: 'i:7 7 7 Span Length 8.5 ft Unbraced Length-Top 1.33 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj.Factor 1 ROOF LOADING Camber Required 0.12 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 30 psf 30 psf Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 21 ft 1.5 ft 24F-V4-Visually Graded Western Species Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2400 psi Controlled by: Side 1 Side 2 Fb_cmpr= 1850 psi Fb'= 2757 psi Floor Live Load FLL= 40 psf 40 psf Cd=1.15 C1=1.00 Floor Dead Load FDL= 15 psf 15 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Floor Tributary Width FTW= 10.3 ft 0 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Wall Load WALL= 100 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi BEAM LOADING Comp. L to Grain: Fc---= 650 psi Fc-1'= 650 psi Roof Uniform Live Load: wL-roof= 675 plf Controlling Moment: 15490 ft Ib Roof Uniform Dead Load: wD-roof= 366 plf 4.25 ft from left support Floor Uniform Live Load: wL-floor= 410 plf Floor Uniform Dead Load: wD-floor= 154If combining Created byall dead and live loads. p Controlling Shear: -7289 lb Beam Self Weight: BSW= 11 plf At su ort. Combined Uniform Live Load: wL= 1085 plf pp Combined Uniform Dead Load: wD= 630 plf Created by combining all dead and live loads. Combined Uniform Total Load: wT= 1715 plf Comparisons with required sections: Rea'd Provided Controlling Total Design Load: wT-cont= 1715 plf Section Modulus: 67.43 in3 74.25 in3 Area(Shear): 35.88 in2 49.5 in2 Moment of Inertia(deflection): 263.28 in4 334.13 in4 Moment: 15490 ft-lb 17056 ft-lb Shear: -7289 lb 10057 lb NOTES Project:Elm_Windwood Homes_Beams b, ' . , ° ., page Judith Souers / Location:Beam Nr.04-Upper Level Floor Beam at Stairs "Suntel Design Multi-Loaded Multi-Span Beam t. " 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] »rc Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 6.0 FT ".. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:03 AM Section Adequate By:77.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U3208 Dead Load 0.01 in Total Load 0.03 IN U2162 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 t REACTIONS A B Live Load 1357 lb 1798 lb Dead Load 643 lb 832 lb Total Load 2000 lb 2630 lb TR2 Bearing Length 0.91 in 1.20 in w BEAM DATA Center Span Length 6 ft ff r Unbraced Length-Top 0 ft 11111 . Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 524 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 80 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 120 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 3.75 ft Comp. L to Grain: Fc-1-= 625 psi Fc---'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3427 ft-lb Load Number One Two 3.42 Ft from left support of span 2(Center Span) Left Live Load 0 plf 300 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 60 plf 173 plf Controlling Shear: -2631 lb Right Live Load 0 plf 300 plf At right support of span 2(Center Span) Right Dead Load 60 plf 173 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3.75 ft Load End 3.75 ft 6 ft Comparisons with required sections: Read Provided Load Length 3.75 ft 2.25 ft Section Modulus: 41.54 in3 73.83 in3 Area(Shear): 21.92 in2 39.38 in2 Moment of Inertia(deflection): 46.61 in4 415.28 in4 Moment: 3427 ft-lb 6091 ft-lb Shear: -2631 lb 4725 lb NOTES Project:Elm_Windwood Homes Beams ' ' I page Judith Souers Location:Beam Nr.05-Upper Level Floor Beam at Stairs over Hallway , Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] "'14: 3.5 IN x 11.25 IN x 5.5 FT y,Lake Oswego,OR 97035 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:03 AM Section Adequate By:65.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN 03043 Dead Load 0.01 in Total Load 0.03 IN L/2194 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1925 lb 1925 lb Dead Load 745 lb 745 lb Total Load 2670 lb 2670 lb Bearing Length 1.22 in 1.22 in BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 7.5 ft 10 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 Min.Mod.lof Elasticity: E_min= 580 ksi E_miL'= 580 ksi Beam Total Live Load: wL= 700 plf Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Beam Total Dead Load: wD= 263 plf Controlling Moment: 3672 ft-lb Beam Self Weight: BSW= 9 plf 2.75 ft from left support Total Maximum Load: wT= 971 plf Created by combining all dead and live loads. Controlling Shear: -2670 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 44.51 in3 73.83 in3 Area(Shear): 22.25 in2 39.38 in2 Moment of Inertia(deflection): 49.12 in4 415.28 in4 Moment: 3672 ft-lb 6091 ft-lb Shear: -2670 lb 4725 lb NOTES • Project:Elm_Windwood Homes Beams ► ; page 1. Judith Sowers / Location:Beam Nr.06-Upper Level Floor Beam at Entry > Suntel Design UniformlyLoaded Floor Beam ` " a 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 7.66 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:04 AM Section Adequate By:24.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1643 Dead Load 0.02 in Total Load 0.08 IN U1180 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1838 lb 1838 lb Dead Load 722 lb 722 lb Total Load 2560 lb 2560 lb Bearing Length 1.17 in 1.17 in SEAM DATA Center Span Length 7.66 ft Unbraced Length-Top 0 ft 7.66 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= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 4.5 ft 7.5 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 Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Total Live Load: wL= 480 plf Comp. to Grain: Fc = 625 psi Fc- = 625 psi Beam Total Dead Load: wD= 180 plf Controlling Moment: 4903 ft-lb Beam Self Weight: BSW= 9 plf 3.83 ft from left support Total Maximum Load: wT= 669 plf Created by combining all dead and live loads. Controlling Shear: 2560 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 59.43 in3 73.83 in3 Area(Shear): 21.34 in2 39.38 in2 Moment of Inertia(deflection): 91 in4 415.28 in4 Moment: 4903 ft-lb 6091 ft-lb Shear: 2560 lb 4725 lb NOTES • Project: Elm_Windwood Homes_Beams Nwe page --- — Judith Sowers Location: Beam Nr.07-Upper Level Floor Beam over Garage , � Suntel Design Uniformly Loaded Floor Beam L, 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 5.125 IN x 15.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:04 AM Section Adequate By:73.5% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/624 Dead Load 0.14 in Total Load 0.49 IN L/440 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3420 lb 3420 lb Dead Load 1432 lb 1432 lb Total Load 4852 lb 4852 lb Bearing Length 1.46 in 1.46 in BEAM DATA Center Span Length 18 ft Mq:.t flW _ ,._ ..N77:77 -, f ..,777777 Unbraced Length-Top 0 ft 18 f Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.14 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 A•justed Floor Tributary Width FTW= 2 ft 7.5 ft Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2383 psi Wall Load WALL= 0 plf Cd—=1.00 Cv=0.99 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 380 plf Cd=1.00 Beam Total Dead Load: wD= 143 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Self Weight: BSW= 17 plf 1 1= -- = Total Maximum Load: wT= 539 plf Comp. to Grain: Fc- 650 psi Fc- 650 psi Controlling Moment: 21836 ft-lb 9.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4852 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 109.94 in3 192.19 in3 Area(Shear): 27.47 in2 76.88 in2 Moment of Inertia(deflection): 830.93 in4 1441.41 in4 Moment: 21836 ft-lb 38173 ft-lb Shear: -4852 lb 13581 lb NOTES • Project:Elm_Windwood Homes Beams page Judith Sowers / Location:Beam Nr.08-Garage Door Headerr-i `� Suntel Design Combination Roof And Floor Beam �� 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] t,Lake Oswego,OR 97035 5.125 IN x 19.5 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:04 AM Section Adequate By:44.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/728 Dead Load 0.16 in Total Load 0.43 IN L/458 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 7673 lb 7673 lb Dead Load 4531 lb 4531 lb Total Load 12204 lb 12204 lb Bearing Length 3.66 in 3.66 in BEAM DATA Center w Span Length 16.5 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj.Factor 1 ROOF LOADING Camber Required 0.16 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 30 psf 30 psf Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 0 ft 21 ft 24F-V4-Visually Graded Western Species Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2400 psi Controlled by: Side 1 ide 2 Fb_cmpr= 1850 psi Fb'= 2693 psi Floor Live Load FLL= 40 psf 40 psf Cd=1.15 Cv=0.98 Floor Dead Load FDL= 15 psf 15 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Floor Tributary Width FTW= 4.5 ft 3 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Wall Load WALL= 100 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi BEAM LOADING Comp. L to Grain: Fc---= 650 psi Fc--- = 650 psi Roof Uniform Live Load: wL-roof= 630 plf Controlling Moment: 50338 ft-lb Roof Uniform Dead Load: wD-roof= 315 plf 8.25 ft from left support Floor Uniform Live Load: wL-floor= 300 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 113 plf Controlling Shear: 12203 lb Beam Self Weight: BSW= 22 plf At support. Combined Uniform Live Load: wL= 930 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 549 plf Combined Uniform Total Load: wT= 1479 plf Comparisons with required sections: Rea'd Provided Controlling Total Design Load: wT-cont= 1479 plf Section Modulus: 224.27 in3 324.8 in3 Area(Shear): 60.06 in2 99.94 in2 Moment of Inertia(deflection): 1660.88 in4 3166.77 in4 Moment: 50338 ft-lb 72900 ft-lb Shear: 12203 lb 20304 lb NOTES Project:Elm_Windwood Homes Beams k :. page ,Judith Souers Location:Beam Nr.09-Upper Level Floor Beam over Porch at Entry Suntel Design / Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 or [2015 International Building2012 Code(2012 NDS)] Lake Oswego,OR 97035 (2)1.5 INx11.25INx6.0FT ` #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:04 AM Section Adequate By:254.3% 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 0.01 IN 118790 Dead Load 0.01 in Total Load 0.02 IN L/4109 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 547 lb 547 lb Total Load 1027 lb 1027 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center w 3..T. R' ::—T'ltlsla:.5efL"*",:.: .tUV IU.W VUTdG°,w''.:T Span Length 6 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 11111/ 11 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 Roof Dead Load RDL= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 3 ft 1 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 0 ft 1 ft Comp. L to Grain: Fc- = 625 psi Fc--- = 625 psi Wall Load WALL= 100 plf Controlling Moment: 1540 ft-lb BEAM LOADING 3.0 ft from left support Roof Uniform Live Load: wL-roof= 120 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 60 plf Controlling Shear: 1027 lb Floor Uniform Live Load: wL-floor= 40 plf At support. Floor Uniform Dead Load: wD-floor= 15 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Combined Uniform Live Load: wL= 160 plf Comparisons with required sections: Read Provided Combined Uniform Dead Load: wD= 182 plf Section Modulus: 17.86 in3 63.28 in3 Combined Uniform Total Load: wT= 342 plf Area(Shear): 7.44 in2 33.75 in2 Controlling Total Design Load: wT-cont= 342 plf Moment of Inertia(deflection): 20.79 in4 355.96 in4 Moment: 1540 ft-lb 5458 ft-lb Shear: 1027 lb 4658 lb NOTES page Project:Elm_Windwood Homes_Beams t :,Judith Souers Location:Beam Nr. 10-Roof Beam in Front of Garage Suntel Design / Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] e:; °;Lake Oswego,OR 97035 3.5 IN x 13.25 IN x 18.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:05 AM Section Adequate By:50.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/1103 Dead Load 0.12 in Total Load 0.32 IN L/685 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A a Live Load 810 lb 810 lb Dead Load 495 lb 495 lb Total Load 1305 lb 1305 lb Bearing Length 0.60 in 0.60 in BEAM DATA Span Length 18 ft Unbraced Length-Top 0 ft Taft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.00 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= 1.5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. to Grain: Fc- L= 625 psi Fc--- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 5875 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 9.0 ft from left support Adjusted Beam Length: Ladj= 18 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 10 plf Controlling Shear: -1305 lb Beam Uniform Live Load: wL= 90 plf At support. Beam Uniform Dead Load: wD_adj= 55 plf Created by combining all dead and live loads. Total Uniform Load: wT= 145 plf Comparisons with required sections: Req'd Provided Section Modulus: 68.11 in3 102.41 in3 Area(Shear): 9.46 in2 46.38 in2 Moment of Inertia(deflection): 178.41 in4 678.48 in4 Moment: 5875 ft-lb 8833 ft-lb Shear: -1305 lb 6400 lb NOTES r Project:Elm_Windwood Homes_Beams , ;.ill page Judith Souers Location:Beam Nr 11 -Front Porch Beam near Garage 1= j Suntel Design Multi-Loaded Multi-Span Beam Lam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Fli :;Lake Oswego,OR 97035 3.5 IN x 9.25 IN x 6.0 FT "' #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:05 AM Section Adequate By: 12.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2338 Dead Load 0.03 in Total Load 0.06 IN L/1273 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 607 lb 1348 lb Dead Load 509 lb 1173 lb Total Load 1116 lb 2521 lb T1,21 Bearing Length 0.51 in 1.15 in w BEAM DATA Center Span Length 6 ft - X7777- -, ,,...._. - U: Unbraced Length-Top 0 ft 1111111 . Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 30 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 57 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number Que Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1325 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load 1050 lb Comp. L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Location 4 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3978 ft-lb Load Number One 4.02 Ft from left support of span 2(Center Span) Left Live Load 225 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 235 plf Controlling Shear: -2521 lb Right Live Load 225 plf At right support of span 2(Center Span) Right Dead Load 235 plf Created by combining all dead loads and live loads on span(s)2 Load Start 4 ft Load End 6 ft Comparisons with required sections: Read Provided Load Length 2 ft Section Modulus: 44.2 in3 49.91 in3 Area(Shear): 21.01 in2 32.38 in2 Moment of Inertia(deflection): 43.53 in4 230.84 in4 Moment: 3978 ft-lb 4492 ft-lb Shear: -2521 lb 3885 lb NOTES a Project: Elm_Windwood Homes Be page Homes_Beams Judith Souers Location:Beam Nr. 12-Front Porch Beam at Front Suntel Design / Roof Beam • 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] For * , ::Lake Oswego,OR 97035 3.5 IN x 9.25 IN x 11.66 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/3/2017 11:29:05 AM Section Adequate By:84.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U1184 Dead Load 0.07 in Total Load 0.19 IN L/755 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 612 lb 612 lb Dead Load 347 lb 347 lb Total Load 959 lb 959 lb Bearing Length 0.44 in 0.44 in SEAM DATA { Span Length 11.7 ft ...ro.... -.�..,..�. ._,... .. �,.,..�.,,_..�. ,,..�...,�_ r Unbraced Length-Top 0 ft 11.66 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1242 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.20 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= 2 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-1= 625 psi Fc- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2796 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.83 ft from left support Adjusted Beam Length: Ladj= 11.66 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: -959 lb Beam Uniform Live Load: wL= 105 plf At support. Beam Uniform Dead Load: wD_adj= 60 plf Created by combining all dead and live loads. Total Uniform Load: wT= 165 plf Comparisons with required sections: Req'd Provided Section Modulus: 27.01 in3 49.91 in3 Area(Shear): 6.95 in2 32.38 in2 Moment of Inertia(deflection): 55 in4 230.84 in4 Moment: 2796 ft-lb 5166 ft-lb Shear: -959 lb 4468 lb NOTES