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Ross Engineering Design Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> ------ --- ---- - --- ------ -- <br /> Wood Beam Fde C:1UserslRyanlDesktoplENGINE-11Jobs\1400N493L0-11CALCS11493.ec6 <br /> ENERCALC,INC 1983-2014.Build:6 141.23,Ver 6.14 3.31 <br /> �:, � ;� ,_, ; —--- <br /> .. ,�, �, • <br /> _..;� �.a._.�_. ._: e � � ' �� � .�-. - <br /> . . � ,--..�_.._ .<tF�...., ._, . F�.. �.. . . <br /> Descnption: B5 ' <br /> CODE REFERENCES <br /> - - - - - - - - - -------- - ---- - - ----__ _ _ -- - - --- - <br /> Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br /> Load Combination Set: ASCE7-10 <br /> Material Properties <br /> —_— -- -----__ _ ----- - - - - - ------ - ------ - -- <br /> Analysis Method: Allowable Stress Design Fb-Tension 2,800.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE7-10 Fb-Compr 2,800.0 psi Ebend-xx 2,0OO.Oksi <br /> Fc-Prll 3,000.0 psi Eminbend-�c 2,0OO.Oksi <br /> Wood Species : Boise Cascade Fc-Perp 750.0 psi <br /> Wood Grade :Versa Lam 2800 Fv 285.0 psi <br /> Ft 2,100.0 psi Density 32.210 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsion buckling <br /> �s� <br /> ♦ �, - ,:_.�.. . ♦ <br /> L _ _ _ _ _ _ - - - - - � <br /> , _ - - - _ - - - _ - - - _ _ _ - - - - <br /> 2-1.75x�1.25 <br /> Span=13.0 ft <br /> Appll@d L02dS Se�vice loacis entered Load 1=actors nvill�e app!ieJ'ior�;aiculation��.. <br /> Beam self weight calculated and added to loads <br /> Uniform Load: D=0.1420, S=0.2380, Tributary Width=1.0 ft <br /> DESIGN SUMMARY � -�,�!- � •� <br /> Maximum Bending Stress Ratio = .,.Y-"� 1 Maximum Shear Stress Ratio = 0.291 : 1 <br /> Section used for this span 2-1.75x11.25 Section used for this span 2-1.75x11.25 <br /> fb:Actual = 1.335.03 psi fv:Actual - 82.92 psi <br /> FB:Aliowable = 2,800.00psi Fv:Allowable = 285.00 psi <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span = 6.500ft Location of maximum on span = 12.099 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.185 in Ratio= ,._ <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.303 in Ratio= _ <br /> Max Upward Total Deflection 0.000 in Ratio= <180 <br /> Overall Maximum Deflections-Unfactored Loads <br /> - - - -_ _ _ - - - -- --- - - - <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span <br /> -------- - - _ .--- - - -- --------- - - <br /> D+S 1 0.3026 6.547 0.0000 0.000 <br /> Vertica I Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> _ _ - _ _ ----- -- -- ----- <br /> Load Combination Support 1 Support 2 <br /> ----- - - ------- - - _ _ _ . -_ _ _— ---- - <br /> Overall MAXimum 2.527 2.527 <br /> D Only 0.980 0.980 <br /> S Only 1.547 1.547 <br /> D+S 2.527 2.527 <br />