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MONTE CLARK ENGINEERING Title : Job# <br /> 53 WAGON TRAIL Dsgnr: Date: 11:31AM, 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 ecw.Calculalions <br /> Description Floor beam at Dining <br /> General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements <br /> Steel Section : W8X18 Fy 50.00ksi <br /> Pinned-Pinned Load Duration Factor 1.00 <br /> Center Span 8.00 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 1.100 k/ft <br /> LL 0.440 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:WBX18 section, Span=8.00ft, Fy=50.Oksi <br /> End Fixity= Pinned-Pinned, Lu=0.00ft, LDF= 1.000 <br /> Actual Allowable <br /> Moment 12.463 k-ft 41.824 k-ft Max. Deflection -0.080 in <br /> fb: Bending Stress 9.833 ksi 33.000 ksi Length/DL Def] 1,672.8 : 1 <br /> fb/Fb 0.298 : 1 Length/(DL+LL Defl) 1,200.3 : 1 <br /> Shear 6.231 k 37.444 k <br /> fv: Shear Stres! 3.328 ksi 20.000 ksi <br /> fv/Fv 0.166 : 1 <br /> Force & Stress Summary <br /> Tim <br /> <- These columns are Dead+Live Load placed as noted--» <br /> DL LL LL+ST LL LL+ST <br /> Maximum Only (a-)Center 0)Center Cants Cants <br /> Max. M+ 12.46 k-ft 8.94 12.46 k-ft <br /> Max. M- k-ft <br /> Max. M @ Left k-ft <br /> Max. M @ Right k-ft <br /> Shear @ Left 6.23 k 4.47 6.23 k <br /> Shear @ Right 6.23 k 4.47 6.23 k <br /> Center Defl. -0.080 in -0.057 -0.080 -0.080 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 Dell @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in <br /> Reaction @ Left 6.23 4.47 6.23 6.23 k <br /> Reaction @ Rt 6.23 4.47 6.23 6.23 k <br /> Fa calc'd per Eq.E2-1,K*Ur<Cc <br /> I Beam Passes Table 85.1,Fb per Eq.F1-1,Fb=0.66 Fy <br /> Section Properties W8X18 <br /> Depth 8.140 in Weight 17.87#/ft r-xx 3.430 in <br /> Width 5.250in I-xx 61.90 in4 r-yy 1.231 in <br /> Web Thick 0.230 in I-yy 7.97 in4 Rt 1.390 in <br /> Flange Thickness 0.330 in S-xx 15.209 in3 <br /> Area 5.26 in2 S-yy 3.036 in3 <br />