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Project: FIELD REVISION 6.5.24 <br />Location: R01 <br />Roof Beam <br />Roof Beam [2018 International Building Code(2018 NDS)] <br />3.5INx12.0INx18.0FT <br />24F-V4 - Visually Graded Western Species - Dry Use <br />Section Adequate By: 23.5% <br />Controlling Factor: Deflection <br />The Vitruvius Project, Inc. <br />StruCalc Version 11.1.8.0 6/11/2024 5:47:54 PM <br />CAUTIONS <br />The design dead load deflection exceeds the default maximum of 1/4" on spans (2). <br />DEFLECTIONS <br />Center <br />Live Load <br />0.67 IN L/324 <br />Dead Load <br />0.30 in <br />Total Load <br />0.97 IN L/222 <br />Live Load Deflection Criteria: L/240 <br />Total Load Deflection Criteria: L/180 <br />REACTIONS <br />A B <br />Live Load <br />2306 lb 2306 <br />lb <br />Dead Load <br />1054 lb 1054 <br />lb <br />Total Load <br />3360 lb 3360 <br />lb <br />Bearing Length <br />1.48 in 1.48 <br />in <br />BEAM DATA <br />Span Length 18 ft <br />Unbraced Length -Top 0 ft <br />Unbraced Length -Bottom 0 ft <br />Roof Pitch 4 :12 <br />Roof Duration Factor 1.15 <br />Camber Adj. Factor 1.5 <br />Camber Required 0.46 <br />Notch Depth 0.00 <br />MATERIAL PROPERTIES <br />24F-V4 - Visually Graded Western Species <br />Base Values <br />Bending Stress: <br />Fb = <br />2400 psi <br />Fb_cmpr = <br />1850 psi <br />Cd=1.15 <br />Shear Stress: <br />Fv = <br />265 psi <br />Cd=1.15 <br />Modulus of Elasticity: <br />E = <br />1800 ksi <br />Comp.1 to Grain: <br />Fc -1= <br />650 psi <br />Controlling Moment: 15123 ft-lb <br />9.0 ft from left support <br />Created by combining all dead and live loads. <br />Controlling Shear: -3361 lb <br />At support. <br />Created by combining all dead and live loads. <br />Adjusted <br />Controlled by: <br />Fb' = 2760 psi <br />Fv' = 305 psi <br />E' = 1800 ksi <br />Fc -1' = 650 psi <br />Comparisons with required sections: Provided <br />84 in3 <br />42 in2 <br />504 in4 <br />19320 ft-lb <br />8533lb <br />Read <br />Section Modulus: <br />65.75 in3 <br />Area (Shear): <br />16.54 in2 <br />Moment of Inertia (deflection): <br />408.25 in4 <br />Moment: <br />15123 ft-lb <br />Shear: <br />-3361 lb <br />LOADING DIAGRAM <br />8k <br />ROOF LOADING <br />Side One: <br />Roof Live Load: <br />LL = <br />25 <br />psf <br />Roof Dead Load: <br />DL = <br />10 <br />psf <br />Tributary Width: <br />TW = <br />10.3 <br />ft <br />Side Two: <br />Roof Live Load: <br />LL = <br />0 <br />psf <br />Roof Dead Load: <br />DL = <br />0 <br />psf <br />Tributary Width: <br />TW = <br />0 <br />ft <br />Wall Load: <br />WALL = <br />0 <br />plf <br />SLOPE/PITCH ADJUSTED LENGTHS AND LOADS <br />Adjusted Beam Length: <br />Ladj = <br />18 <br />ft <br />Beam Self Weight: <br />BSW = <br />9 <br />plf <br />Beam Uniform Live Load: <br />wL = <br />256 <br />plf <br />Beam Uniform Dead Load: <br />wD_adj = <br />117 <br />plf <br />Total Uniform Load: <br />wT = <br />373 <br />plf <br />