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ti <br /> • �1 <br /> Pape:2 <br /> � Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:6.00.81 <br /> BV:TERRY MtKKELSON, DFP PLANNING�PIDESIGN, LLC an:�-23-2�5:08:17:33 AM <br /> Pro'tect:205263-Location: BSRAT <br /> Properties for.W8x35JA38 <br /> Yietd Stress: FV= 36 KS! <br /> Morlulus of Elastiaty: E= 29000 KSI <br /> Depth: d= 8.12 IN <br /> Web Thidcness: tw= 0.31 IN <br /> Flartqe Width: bfi= 8.Q2 Ild <br /> Flanqe Thidcness: tf= 0.5(3 IN <br /> Distancs to Web Toe of Fiii� k= 0.89 Ifd <br /> Momerrt of Ir�rtia About X X Aads: Ix= 127.OQ IN4 <br /> 3�tian Modulus Abaut X X A�ds: Sx= 31.20 IN3 <br /> Ratlius of GYration of Canpr�sion Flattge+1/3 of Web: rt= 2.20 IN <br /> Design Properties�r AISC Steel Construdion AAanuaf: <br /> Flancte Buddins�Ratio: FBR= 8.10 <br /> Ailowable Flanqe Budciing Ratio: AFBR= 90.83 <br /> Web Btu�ding Ratio: WBR= 28.19 � <br /> Albwabte Web Bucklinq Ratio: AWBR= 1U6.67 <br /> Controltir�ct Unbracsd Len�th: Lb= 13.83 FT <br /> Limitlnq Unbraced Lenqth for Fb=.86'F�r: L� 8.47 FT <br /> Limitin3a Unbrat�d Lertpth for Fi�.6*Fy w/Cb: Lu= 22.63 �T' <br /> Momerrt Gradient Bendin�t Caefficierrt Cb= 1.0 <br /> Allowable Bendin�q Str�s: Fb= 21.6 KSI <br /> W�Helqht tio Thickne.ss Ratio: hJtw= 23.0 <br /> Limitinq Web HeiqM to Thicimess Rada for Fv=.4'Fy: h/tw Limit= 63.33 <br /> �►Ilowable Shear Stress: Fv= 14.4 KSI <br /> Design R�uirements Comparisorr. <br /> Cor►t�'allir�Mom� M= 52001 Ff-LB <br /> 5.532 Ft from left support of span 2(Certt�Span) <br /> Critical moment r.r�ted by c�mbining all de�ad loads and Inre loads on span(s)2 <br /> idominai Moment Strength: Mr- 58180 FT-LB <br /> Coritrollinq Shear. V= 13366 LB <br /> 13.83 Ft from left suppott of span 3(RI�1ht Span) <br /> Critica!shear cre�ated by�mbining all dead loads and live laads on span(s)2 <br /> Nominal Shear Strength: Vr- 36248 LB <br /> Moment of Ir►ertia(Deflection): Ir�= 79.83 IN4 <br /> 1= 127.� IN4 <br />