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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 5.6.1,25-Oct-2002 Steel Beam Design Page 1 <br /> (c)1983-2002 ENERCALC Engineering Software c:\ec55\o'shaughnessy.ecw:Calculations <br /> Description Garage door header steel scheme <br /> General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements <br /> Steel Section : TS16X4X1/2 Fy 46.00ksi <br /> Pinned-Pinned Load Duration Factor 1.00 <br /> Center Span 32.00 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 0.090 k/ft <br /> LL 0.300 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:TS16X4X1/2 section, Span=32.00ft, Fy=46.Oksi <br /> End Fixity= Pinned-Pinned, Lu=O.00ft, LDF= 1.000 <br /> Actual Allowable <br /> Moment 57.920 k-ft 152.116 k-ft Max. Deflection -0.765 in <br /> fb: Bending Stress 11.560 ksi 30.360 ksi Length/DL Defl 1,488.8 : 1 <br /> fb/Fb 0.381 : 1 <br /> Length/(DL+LL Defl) 501.7 : 1 <br /> Shear 7.240 k 147.200 k <br /> fv: Shear Stres; 0.452 ksi 18.400 ksi <br /> fv/Fv 0.025 : 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 Center (a)Center a Cants P Cants <br /> Max. M+ 57.92 k-ft 19.52 57.92 k-ft <br /> Max.M- k-ft <br /> Max.M @ Left k-ft <br /> Max. M @ Right k-ft <br /> Shear @ Left 7.24 k 2.44 7.24 k <br /> Shear @ Right 7.24 k 2.44 7.24 k <br /> Center Defl. -0.765 in -0.258 -0.765 -0.765 0.000 0.000 in <br /> Left Cant Def] 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 7.24 2.44 7.24 7.24 k <br /> Reaction @ Rt 7.24 2.44 7.24 7.24 k <br /> Fa calc'd per Eq.E2-1,K'Ur<Cc <br /> Section Properties TS16X4X1/2 <br /> Depth 16.000 in Weight 62.50#/ft r-xx 5.113 in <br /> Width 4.000in I-xx 481.00 in4 r-yy 1.637 in <br /> Thickness 0.500 in I-yy 49.30 in4 <br /> S-xx 60.125 in3 <br /> Area 18.40 in2 S-YY 24.650 in3 <br />