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Title : <br />Osgnr: <br />Description <br />Scope: <br />Steel Beam Design <br />Description <br />Job # <br />Date: 3:14PM, 10 JAN 07 <br />General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 <br />.ur-.xra�v�r:t�:+-�va�-a�-: 0�•vw�>`'•v�e�®wmm <br />Steel Section : W6X25 Fy 50.00ksl <br />Pinned -Pinned Load Duration Factor 1.00 <br />Center Span 8.00 it Elastic Modulus 29,000.Oksi <br />Leh Cant. 3.00 it LL 8 ST Act Together <br />Right Cant 2.00 it <br />Lu : Unbraced Length 0.00 it <br />Trapezoidal Loads Nolel Short Term Loads Are WIND loads. <br />�Ort1�� :. a -min\: er:-.i-.�. .-rt: rr, me m-trYalimzmY�ywo��� i0wwst�+ela <br />#t DL @ Left LL @ Left ST @ Left Vft Start 8 <br />DL @ Right 2.080 LL @ Right ST @ Right k/ft End It <br />Summary A <br />Beam OK <br />Static Load Case <br />Governs Stress <br />Using: W6X25 section, Span = 8.00ft. Fy = 50.Oksi, Left Cant. = 3.008, Right Cant. = 2.00ft <br />End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 <br />Actual <br />Allowable <br />Moment 6.626 k-ft <br />46.200 k-ft <br />Max. Deflection <br />0.051 in <br />fb : Bending Stress 4.733 ksi <br />32.000 ksi <br />Length/DL Dell <br />1,405.5 : 1 <br />fbIFb 0.143:1 <br />Lengthl(DL+LL Deft) <br />1,405.5 : 1 <br />Shear 5.737 k <br />40.832 k <br />fv : Shear Stress 2.810 ksi <br />20.000 ksi <br />tv I Fv 0.140 : 1 <br />Force & Stress Summary <br />.i.R R4 <br />_ ••--L1T Yil.Yi!".6QlY�YTiKJ1.�.YYiT1dYi2ACInRiillRS:F••.y�1 <br />1' <br /><<- These columns are Dead <br />+ Live Load placed as noted ->> <br />DL <br />LL <br />LL+ST <br />LL <br />LL+ST <br />Maximum <br />Only <br />Center <br />Cd Center <br />Cants <br />(a) Cants <br />Max. M + S63 k-ft <br />6.63 <br />k-ft <br />Max. M - <br />-3.95 <br />k-ft <br />Max. M @ Left <br />-0.72 <br />k-ft <br />Max. M @ Right <br />-3.95 <br />k-ft <br />Shear @ Left 3.22 k <br />3.22 <br />k <br />Shear @ Right 5.74 k <br />5.74 <br />k <br />Center Dell. -0,046 in <br />-0.046 <br />0.000 <br />-0.046 <br />0.000 <br />-0,046 in <br />Left Cant Dell 0.051 in <br />0.051 <br />0,000 <br />0.051 <br />0.000 <br />0,051 in <br />Right Cant Deft 0.026 in <br />0.026 <br />0.000 <br />0.026 <br />0,000 <br />0.026 in <br />...Query Dell @ 0.000 it <br />0.000 <br />0.000 <br />0.000 <br />0.000 <br />0.000 in <br />Reaction @ Left 3.94 <br />3.94 <br />3.94 <br />3.94 k <br />Reaction @ Rt 9.58 <br />9.58 <br />9.58 <br />9.58 k <br />Fa caldd per Eq. E2-1, K'L/r <Cc <br />I Beam Passes Table 85.1, Fb per Eq. F1.1, Fit = 0.66 Fy <br />Section Properties W6X25 <br />, <br />vatR�.'raa.-.-: cz-.+-..-. ...oti+aswe�r c�ir. . ..-�vYs_ax,.:n•.raa.s.+a-c�aai�cc.asa.�..u--Bann.-.. <br />uv_v,�a.-�wssnaafia.e�w�+: l <br />Depth 6.380 in <br />Weight <br />24.93 #/ft <br />Web Thick 0.320 in <br />Ixx <br />53.400 in4 <br />Width 6.080 in <br />Iyy <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 0.460 in4 <br />Zx <br />19 000 in3 <br />Cw 160.00 in6 <br />ZY <br />8.570 in3 <br />K <br />0.754 in <br />���. <br />