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MONTE CLARK ENGINEERING Title : Job# <br /> 53 WAGON TRAIL Dsgnr: Date: 11:31 AM, 30 JUN 04 <br /> COLUMBUS, MONTANA 59019 Description <br /> 1-888-280-6840 Scope <br /> mce@montana.com <br /> Rev. 560100 <br /> User KW-0602045,Ver 561,25-Oct-2002 Steel Beam Design Page 1 <br /> (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy ecwCalculations <br /> Description Beam supporting floor HCP <br /> General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements <br /> Steel Section : W8X31 Fy 50.00ksi <br /> Pinned-Pinned Load Duration Factor 1.00 <br /> Center Span 10.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi <br /> Left Cant. 0.00 ft LL&ST Act Together <br /> Right Cant 0.00 ft <br /> Lu : Unbraced Length 0.00 ft <br /> Distributed Loads <br /> #1 #2 #3 #4 #5 #6 #7 <br /> DL 1.680 k/ft <br /> LL 0.490 k/ft <br /> ST k/ft <br /> Start Location ft <br /> End Location ft <br /> Summary Beam OK <br /> Static Load Case Governs Stress <br /> Using:W8X31 section, Span= 10.00ft, Fy=50.Oksi <br /> End Fixity= Pinned-Pinned, Lu=O.00ft, LDF= 1.000 <br /> Actual Allowable <br /> Moment 27.513 k-ft 75.625 k-ft Max. Deflection -0.155 in <br /> fb: Bending Stress 12.006 ksi 33.000 ksi Length/DL Defl 994.4 : 1 <br /> fb/Fb 0.364 : 1 Length/(DL+LL Defl) 773.0 : 1 <br /> Shear 11.005 k 45.600 k <br /> fv: Shear Stres; 4.827 ksi 20.000 ksi <br /> fv/Fv 0.241 : 1 <br /> Force& Stress Summary <br /> <- These columns are Dead+ Live Load placed as noted--» <br /> DL LL LL+ST LL LL+ST <br /> Maximum Only (d)Center. (a)Center Cants Cants <br /> Max.M+ 27.51 k-ft 21.39 27.51 k-ft <br /> Max.M- k-ft <br /> Max.M @ Left k-ft <br /> Max.M @ Right k-ft <br /> Shear @ Left 11.01 k 8.56 11.01 k <br /> Shear @ Right 11.01 k 8.56 11.01 k <br /> Center Defl. -0.155 in -0.121 -0.155 -0.155 0.000 0.000 in <br /> Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in <br /> Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in <br /> ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in <br /> Reaction @ Left 11.01 8.56 11.01 11.01 k <br /> Reaction @ Rt 11.01 8.56 11.01 11.01 k <br /> Fa calc'd per Eq. E2-1,K'L/r<Cc <br /> I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy <br /> Section Properties W8X31 <br /> Depth 8.000 in Weight 3 1.01 #/ft r-xx 3.471 in <br /> Width 7.995in I-xx 110.00 in4 r-yy 2.016 in <br /> Web Thick 0.285 in I-YY 37.10 in4 Rt 2.180 in <br /> Flange Thickness 0.435 in S-xx 27.500 in3 <br /> Area 9.13 int S-YY 9.281 in3 <br />