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Report (4) 4 wg7 sal tA/rnt v alt , Cr Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights Judith Souers page Location: Beam Nr. 01 -Ceiling Beam at Nook Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] RECEIVED Lake Oswego,OR 97035 5.51Nx11.51Nx11.0FT #1 -Douglas-Fir-Larch-Dry Use 6 StruCalc Version 10.0.1.6 9/11/2018 10:35:32 AM Section Adequate By: 31.0% SEP 2 2018 Controlling Factor:Moment DEFLECTIONS Center • t 1 t. ` S A LOADING DIAGRAM Live Load 0.14 IN L/912 Dead Load 0.06 in Total Load 0.20 IN L/650 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2695 lb 2695 lb Dead Load 1086 lb 1086 lb Total Load 3781 lb 3781 lb Bearing Length 1.10 in 1.10 in BEAM DATA Center Span Length 11 ft :sE . , ,fF: rvr. , 4.J. "r,, r ¢ Unbraced Length-Top 1.33 ft lift Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1350 psi Fb'= 1348 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 7.5 ft 4.8 ft Shear Stress: Fv= 170 psi Fv'= 170 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= 490 plf Comp.--to Grain: Fc-1= 625 psi Fc--- = 625 psi Beam Total Dead Load: wD= 184 plf Controlling Moment: 10398 ft-lb Beam Self Weight: BSW= 14 plf 5.5 ft from left support Total Maximum Load: wT= 687 plf Created by combining all dead and live loads. Controlling Shear: 3781 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd. Provided Section Modulus: 92.54 in3 121.23 in3 Area(Shear): 33.36 in2 63.25 in2 Moment of Inertia(deflection): 275.1 in4 697.07 in4 Moment: 10398 ft-lb 13621 ft-lb Shear: 3781 lb 7168 lb NOTES page Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights Judith Souers Location: Beam Nr.02-Ceiling Beam at Kitchen Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,OR 97035 5.5 IN x 11.5 IN x 12.5 FT StruCalc Version 10.0.1.6 9/11/2018 10:35:32 AM #1 -Douglas-Fir-Larch-Dry Use Section Adequate By: 1.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/622 Dead Load 0.10 in Total Load 0.34 IN L/443 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3063 lb 3063 lb Dead Load 1234 lb 1234 lb Total Load 4297 lb 4297 lb Bearing Length 1.25 in 1.25 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 1.33 ft 12.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #1 -Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted , Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 1350 psi Fb'= 1348 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 7.5 ft 4.8 ft Shear Stress: Fv= 170 psi Fv'= 170 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= 490 plf Comp.-I-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Beam Total Dead Load: wD= 184 plf Controlling Moment: 13427 ft-lb Beam Self Weight: BSW= 14 plf 6.25 ft from left support Total Maximum Load: wT= 687 plf Created by combining all dead and live loads. Controlling Shear: -4297 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 119.5 in3 121.23 in3 Area(Shear): 37.91 in2 63.25 in2 Moment of Inertia(deflection): 403.68 in4 697.07 in4 Moment: 13427 ft-lb 13621 ft-lb Shear: -4297 lb 7168 lb NOTES page Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights Judith Souers Location: Beam Nr.03-Ceiling Beam at Stairs Suntel Design / Multi-Span Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,OR 97035 (2) 1.5 IN x 11.25 IN x 12.66 FT(6.8+5.8) StruCalc Version 10.0.1.6 9/11/2018 10:35:33 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:430.2% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.01 IN UMAX 0.00 IN L/MAX Dead Load 0.00 in 0.00 in Total Load 0.01 IN L/8924 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B C Live Load 355 lb 954 lb 310 lb Dead Load 140 lb 416 lb 107 lb Total Load 495 lb 1370 lb 417 lb Bearing Length 0.26 in 0.73 in 0.22 in BEAM DATA Left Center Span Length 6.83 ft 5.83 ft ,.;€ ,.. . Unbraced Length-Top 1.33 ft 1.33 ft 6.829999 ft 5.83 ft Unbraced Length-Bottom 6.83 ft 5.83 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Left Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 3 ft 3 ft Bending Stress: Fb= 900 psi Fb'= 884 psi Floor Tributary Width Side Two TW2= 0 ft 0 ft Cd=1.00 CI=0.98 CF=1.00 Wall Load WALL= 0 plf 0 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 BEAM LOADING Left Center Reduced Floor Live Load 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Total Live Load 120 plf 120 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Total Dead Load 45 plf 45 plf Comp. 1 to Grain: Fc- = 625 psi Fc- L'= 625 psi Beam Self Weight 7 plf 7 plf Controlling Moment: -879 ft-lb Total Load 172 plf 172 plf Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: -717 lb 7.0 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Rea'd Provided Section Modulus: 11.93 in3 63.28 in3 Area(Shear): 5.98 in2 33.75 int Moment of Inertia(deflection): 10.96 in4 355.96 in4 Moment: -879 ft-lb 4662 ft-lb Shear: -717 lb 4050 lb NOTES page Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights Judith Souers Location: Beam Nr.04-Carrier Beam at Stairs Suntel Design Multi-Span Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,OR 97035 (2) 1.5 IN x 11.25 IN x 8.0 FT StruCalc Version 10.0.1.6 9/11/2018 10:35:33 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:79.9% 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 0.03 IN L/3726 Dead Load 0.02 in Total Load 0.05 IN L/1950 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 537 lb 504 lb 1 Dead Load 545 lb 533 lb Total Load 1082 lb 1037 lb Bearing Length 0.58 in 0.55 in w BEAM DATA Center, Span Length 8 ft Unbraced Length-Top 0 ft 111111111. Unbraced Length-Bottom 8 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf #2-Douglas-Fir-Larch Floor Dead Load FDL= 15 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 1 ft Bending Stress: Fb= 900 psi Fb'= 900 psi Floor Tributary Width Side Two TW2= 1 ft Cd=1.00 CF=1.00 Wall Load WALL= 80 plf Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 400 Ib Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load 140 lb Comp. t-to Grain: Fc-1= 625 psi Fc- = 625 psi Location 3.67 ft Controlling Moment: 2639 ft-lb BEAM LOADING Center 3.68 Ft from left support of span 2(Center Span) Reduced Floor Live Load 40 psf Created by combining all dead loads and live loads on span(s)2 Total Live Load 80 plf Controlling Shear: 1082 lb Total Dead Load 110 plf At left support of span 2(Center Span) Beam Self Weight 7 plf Created by combining all dead loads and live loads on span(s)2 Total Load 197 plf Comparisons with required sections: Read Provided Section Modulus: 35.18 in3 63.28 in3 Area(Shear): 9.01 in2 33.75 in2 Moment of Inertia(deflection): 43.8 in4 355.96 in4 Moment: 2639 ft-lb 4746 ft-lb Shear: 1082 lb 4050 lb NOTES page Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights Judith Souers Location: Beam Nr.05-Roof Beam at Entry Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego, OR 97035 3.5 INx11.25INx6.5FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 9/11/2018 10:35:33 AM Section Adequate By:92.5% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3625 Dead Load 0.02 in Total Load 0.04 IN L/2071 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 826 lb 1349 lb Dead Load 606 lb 1031 lb Total Load 1432 lb 2380 lb Bearing Length 0.98 in 1.62 in TR2 BEAM DATA Center Tft1 . Span Length 6.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 988 psi Total Uniform Load 9 plf Cd=1.00 C1=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 175 psi Load Number One Two Three Cd=1.00 Cm=0.97 Left Live Load 195 plf 345 plf 180 plf Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Left Dead Load 130 plf 330 plf 68 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 522 ksi Right Live Load 195 plf 345 plf 180 plf Cm=0.90 Right Dead Load 130 plf 330 plf 68 plf Comp.-t to Grain: Fc- L= 625 psi Fc-1'= 419 psi Load Start 0 ft 3.75 ft 3.75 ft Cm=0.67 Load End 3.75 ft 6.5 ft 6.5 ft Controlling Moment: 3042 ft-lb Load Length 3.75 ft 2.75 ft 2.75 ft 3.96 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2381 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 36.96 in3 73.83 in3 Area(Shear): 20.45 in2 39.38 in2 Moment of Inertia(deflection): 48.13 in4 415.28 in4 Moment: 3042 ft-lb 6076 ft-lb Shear: -2381 lb 4583 lb NOTES Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights page Judith Souers / Location: Beam Nr.06-Ceiling Joist at Garage Suntel Design Floor Joist 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,OR 97035 (3) 1.5 IN x 11.25 IN x 15.5 FT @ 12 O.C. StruCalc Version 10.0.1.6 9/11/2018 10:35:34 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:42.7% Controlling Factor: Moment CAUTIONS *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U1490 Dead Load 0.11 in Total Load 0.23 IN L/798 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 490 lb 932 lb Dead Load 340 lb 1003 lb Total Load 830 lb 1935 lb Bearing Length 0.30 in 0.69 in SUPPORT LOADS A r.. .::::s..a a+.",✓" F",G. F?w.✓„ , as.'<r:'s r ¢.xr:�`'',, f7;s,:b:`.,.! r .,.,.:r: Live Load 490 plf 932 plf Dead Load 340 plf 1003 plf Total Load 830 plf 1935 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 15.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min. Mod.of Elasticity: E_min= 580 ksi E_m '= 580 ksi Uniform Floor Loading Center Comp. to Grain: Fc- 625 psi Fc- = 625 psi Live Load LL= 40 psf Controlling Moment: 5735 ft-lb Dead Load DL= 15 psf 10.69 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 55 plf Controlling Shear: -1935 lb Wall Loading 16.0 Ft from left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 375 plf Dead Load( L to Joists): D1 = 350 plf Load Location X1 = 10.75 ft Comparisons with required sections: Req'd Provided Partially Distributed Loading Section Modulus: 66.5 in3 94.92 in3 Live Load LL= 90 psf Area(Shear): 16.12 in2 50.63 in2 Dead Load DL= 160 psf Moment of Inertia(deflection): 265.66 in4 588.52 in4 Load Start A= 10.75 ft Moment: 5735 ft-lb 8187 ft-lb Load End B= 15.5 ft Shear: -1935 lb 6075 lb Load Length C= 4.75 ft Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 50.63 1N2 Plywood Area: A-ply= 1.56 IN2 Section Centroid: C= 6 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 589 IN4 NOTES Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights page Judith Sowers Location: Beam Nr.07-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,OR 97035 3.5 IN x 13.25 IN x 14.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2018 10:35:34 AM Section Adequate By:3.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1632 Dead Load 0.15 in Total Load 0.25 IN L/690 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 899 lb 689 lb Dead Load 1258 lb 852 lb TR2 Total Load 2157 lb 1541 lb TRI Bearing Length 0.99 in 0.70 in BEAM DATA Center w Span Length 14.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 14.5 ft11111 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 10 plf Bending Stress: Fb= 900 psi Fb'= 897 psi Total Uniform Load 60 plf Cd=1.00 CI=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number Q.ie Two Three Cd=1,00 Left Live Load 40 plf 60 plf 30 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 115 plf 40 plf 20 plf Min. Mold.of Elasticity: E_m = 580 ksi E_min'= 580 ksi Right Live Load 40 plf 60 plf 30 plf Comp. to Grain: Fc- 625 psi Fc 625 psi Right Dead Load 115 plf 40 plf 20 plf Controlling Moment: 7380 ft-lb Load Start Oft Oft 10.25 ft 6.82 Ft from left support of span 2(Center Span) Load End 10.25 ft 10.25 ft 14.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.25 ft 10.25 ft 4.25 ft Controlling Shear: 2156 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 98.76 in3 102.41 in3 Area(Shear): 17.97 in2 46.38 in2 Moment of Inertia(deflection): 236.01 in4 678.48 in4 Moment: 7380 ft-lb 7653 ft-lb Shear: 2156 lb 5565 lb NOTES Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights page Judith Sowers / Location: Beam Nr.08-Roof Beam at Garage Suntel Design Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego, OR 97035 3.5 IN x 11.25 IN x 15.5 FT StruCalc Version 10.0.1.6 9/11/2018 10:35:34 AM #2-Douglas-Fir-Larch-Wet Use Section Adequate By: 56.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/952 Dead Load 0.13 in Total Load 0.32 IN L/575 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 698 lb 698 lb Dead Load 456 lb 456 lb Total Load 1154 lb 1154 lb Bearing Length 0.79 in 0.79 in BEAM DATA i Span Length 15.5 ft Unbraced Length-Top 2 ft 15.5ft B Unbraced Length-Bottom 0 ft Roof Pitch 6 :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'= 1133 psi Tributary Width: TW= 2 ft Cd=1.15 CI=1.00 CF=1.10 Side Two: Shear Stress: Fv= 180 psi Fv'= 201 psi Roof Live Load: LL= 30 psf Cd=1.15 Cm=0.97 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Tributary Width: TW= 1 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 522 ksi Cm=0.90 Wall Load: WALL= 0 plf Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 419 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cm=0.67 Adjusted Beam Length: Ladj= 15.5 ft Controlling Moment: 4470 ft-lb Beam Self Weight: BSW= 9 plf 7.75 ft from left support Beam Uniform Live Load: wL= 90 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 59 plf Controlling Shear: 1154 Ib Total Uniform Load: wT= 149 plf At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 47.33 in3 73.83 in3 Area(Shear): 8.62 int 39.38 in2 Moment of Inertia(deflection): 129.89 in4 415.28 in4 Moment: 4470 ft-lb 6973 ft-lb Shear: -1154 lb 5271 lb NOTES Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights page Judith Souers / Location: Beam Ni. 09-Carrier Beam at Entry Roof Suntel Design Multi-Span Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 9/11/2018 10:35:34 AM Section Adequate By:301.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/6617 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A g Live Load 710 lb 710 lb Dead Load 448 lb 448 lb Total Load 1158 lb 1158 lb Bearing Length 0.79 in 0.79 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 2 ft Oft Unbraced Length-Bottom 4 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Center Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 4 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 2 ft Bending Stress: Fb= 900 psi Fb'= 1133 psi Wall Load WALL= 0 plf Cd=1.15 CI=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 201 psi POINT LOADS-CENTER SPAN Cd=1.15 Cm=0.97 Load Number One Modulus of Elasticity: E= 1600 ksi E= 1440 ksi Live Load 700 lb Dead Load 460 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 522 ksi Location 2 ft Cm=0.90 Comp.L to Grain: Fc-L= 625 psi Fc-L'= 419 psi BEAM LOADING Center Cm=0.67 Total Live Load 180 plf Total Dead Load(Adjusted for Roof Pitch) 101 plf Controlling Moment: 1738 ft-lb Beam Self Weight 9 plf 2.0 Ft from left support of span 2(Center Span) Total Load 289 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1158 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 18.4 in3 73.83 in3 Area(Shear): 8.65 in2 39.38 in2 Moment of Inertia(deflection): 11.3 in4 415.28 in4 Moment: 1738 ft-lb 6973 ft-lb Shear: 1158 lb 5271 lb NOTES r Project:Azalea D-Beech_Windwood Homes_Lot 9 Annand Heights page Judith Sowers / Location: Beam Nr. 10-Rear Decvk Beam Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2015 NDS)] Lake Oswego,OR 97035 3.5 IN x 7.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2018 10:35:35 AM Section Adequate By:46.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/738 Dead Load 0.03 in Total Load 0.19 IN L/613 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS @ Live Load 713 lb 713 lb Dead Load 145 lb 145 lb Total Load 858 lb 858 lb Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft 9.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 60 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 10 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 2.5 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. I to Grain: Fc- = 625 psi Fc- = 625 psi Beam Total Live Load: wL= 150 plf Controlling Moment: 2036 ftIb Beam Total Dead Load: wD= 25 plf 4.75 ft from left support Beam Self Weight: BSW= 6 plf Created by combining all dead and live loads. Total Maximum Load: wT= 181 plf Controlling Shear: -857 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 20.88 in3 30.66 in3 Area(Shear): 7.14 in2 25.38 in2 Moment of Inertia(deflection): 54.25 in4 111.15 in4 Moment: 2036 ft-lb 2989 ft-lb Shear: -857 lb 3045 lb NOTES