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• Ross Fngineering Design Project Title: <br /> FnainePr• Proiect ID: <br /> Project Descr: � <br /> Wood Beam File=ClUserslRyanlDesktoplENGINE-11Jobs1140011493L0-11CALCS11493.ec6 f <br /> ENERCALC INC 1983-2014,Build:6141.23,Ver 614 3.31 <br /> ���� ��F_,��. '1�' : �� ^� +t� r Fr -.: 1 ;:� £ = 4�� � . . <br /> .. ��,.4rx��.� . = ,_. .._ ._ . _. , � _} .�..,.,.. .�.,.._._r„' _ ' _ . . . . _ . . . . . ._ . <br /> „-.,�_ , ..� ..:_. _ _�; T .__,�r v . - . .-. . .. . <br /> r . <br /> Description: TYPICAL FLOOR BEAMS <br /> CODE REFERENCES <br /> Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br /> Load Combination Set:ASCE7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb-Tension 900 0 psi E:Modulus of Elas[iciry <br /> Load Combination�SCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600 0 ksi <br /> Fc-Prll 1,350.0 psi Eminbend-�c 580.0 ksi <br /> Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi <br /> Wood Grade :No.2 Fv 180.0 psi <br /> Ft 575.0 psi Density 32.210 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br /> az; <br /> ♦ ♦ ♦ ♦ ♦ <br /> �--------- - --- ---- ---------------_- <br /> i <br /> a:�o <br /> Span=6Oft <br /> A��led�08dS `-�; niir�= oed .��tFiYed I o�d f-� �'ors.,;�� � , p�� � i ,��r;3 r �n;,_ <br /> Beam self weight calculated antl adtled to loads <br /> Uniform Load: D=0.1320, L=0.440; Tributary Width=1.0 ft <br /> DESIGN SUMMARY �== a � <br /> Maximum Bending Stress Ratio = ;-38Q 1 Maximum Shear Stress Ratio = �.333 : 1 <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 626.69psi fv:Actual = 59.94 psi <br /> FB:Allowable = 1.080.00psi Fv:Allowable = 180.00 psi <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span = 3.00Oft Location of maximum on span = O.00Oft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward L+Lr+S Deflection 0.035 in Ratio= _ ,� <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.046 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+L 1 0.0460 3.022 0.0000 0.000 <br /> Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS <br /> ___ ___ <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 1.738 1 738 <br /> D Only 0.418 0.418 <br /> L Only 1.320 1.320 <br /> D+L 1.738 1.738 <br />