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Description WF Col (13'tall) <br />General Information <br />I�T.a 9a' <br />Steel Section : W6X25 <br />Title : <br />Dsgnr: <br />Description <br />Scope: <br />Steel Beam Design <br />Job # <br />Data: 3:01 PM, 10 JAN 07 <br />Page 1 <br />m" ewCakulawm <br />Code Rat: AISC 9th ASD, 1997 UBC, 20031BC, 2003 NFPA SODO r <br />Fy 50.00ksl <br />Pinned -Pinned Load Duration Factor 1.00 <br />Center Span <br />8.00 It <br />Elastic Modulus 29,000.0 ksl <br />Left Cant. <br />3.00 It <br />LL & ST Act Together <br />Right Cant <br />2.00 It <br />Lu : 'Jnbraced Length <br />0.00 ft <br />Trapezoidal Loads <br />Note! Short Term Loads Are WIND Loads. S <br />�.'f1A �'T'ti!Irt.TlGT.1T. -:Tfryw,-S.S1YF.NSF'FC,.-"--A!iltt6iwY.lCGtrl{DIII.:�TII'�.fna <br />�:�iAb 7 <br />#1 DL @ Left <br />LL @ Left <br />ST @ Left <br />k/ft Start ft <br />DL @ Right <br />LL @ Right <br />2,080 ST @ Right <br />k/ft End ft <br />iummary-" <br />Beam OK <br />a=== -+- - <br />Static Load Case <br />Governs Stress <br />Using: W6X25 section, Span = 8.00ft, Fy = SO.Oksi, Leh Cant. <br />= 3.00IL Right Cant. = 2.00ft <br />End Fixity = Pinned -Pinned, Lu = O.00h, LDF = 1 000 <br />Actual <br />Allowable <br />Moment 9.040 k-ft <br />46.200 k-ft <br />Max. Deflection <br />0.077 in <br />fb : Bending Stress 6.457 ksi <br />33.000 ksi <br />LengthDeb <br />.: 1 <br />fb I Fb 0.196 : 1 <br />LengthI(L DL+LL De0) <br />849.6 : 1 <br />Shear 5.333 k <br />40.832 k <br />fv : Shear Stress 2.612 ksi <br />20.000 ksi <br />tv I Fv 0.131 : 1 <br />Force &Stress Summary <br /><<- These columns are Dead + Live Load placed as noted ->> <br />DL <br />LL <br />LL+ST <br />LL <br />LL+SI' <br />Maximum <br />Only <br />P Center <br />a Center <br />Cants <br />0 Cants <br />Max. M + 9.04 k-ft <br />9.04 <br />k-ft <br />Max. M - <br />-0.00 <br />-3.95 <br />k-ft <br />Max. M @ Left <br />•0.72 <br />k-ft <br />Max. M @ Right <br />-0.00 <br />-3.95 <br />k-ft <br />Shear @ Left 3.63 k <br />3.63 <br />0.69 <br />k <br />Shear @ Right 5.33 k <br />5.33 <br />3.75 <br />k <br />Center Dell. .0.067 in <br />0.000 <br />.0.067 <br />-0.067 <br />0.021 <br />0.021 in <br />Left Cant Deg 0.077in <br />0.000 <br />0.077 <br />0.077 <br />-0.026 <br />-0.026 in <br />Right Cant Deft 0.056 in <br />0.000 <br />0.056 <br />0.056 <br />-0.031 <br />-0.031 in <br />...Query Dell @ 0.0000 <br />0.000 <br />0.000 <br />0,000 <br />0.000 <br />0.000 in <br />Reaction @ Left 4.44 <br />3.63 <br />3.63 <br />0.32 <br />0.32 k <br />Reaction @ Rl 9.67 <br />5,33 <br />5.33 <br />4.24 <br />4.24 k <br />Fa calc'd per Eq. E2-1, K'Llr < Cc <br />I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy <br />Section Properties W6X25 <br />pr <br />--rrw:.o<:anas�waaa®araace--v,, <br />wer.W <br />Depth 6.3801n <br />Weight <br />24.93 #Ift <br />Web Thick 0.320 in <br />Ixx <br />53.400 in4 <br />Width 6.080 in <br />lyy <br />17.100 in4 <br />Flange Thick 0.455 in <br />Sxx <br />16.800 in3 <br />Area 7.34 in2 <br />Syy <br />5.610 in3 <br />Rt 1.660 in <br />R-xx <br />2.700 in <br />Values for LRFD Design.... <br />R-yy <br />1.520 in <br />J 0 in4 <br />Zx <br />1.0 in3 <br />�`--- <br />Cw 150.050.00 in6 <br />Zy <br />8.57570 in3 <br />K <br />0.754 in <br />