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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 /> Re-V5601 0_0 <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 Guest house north wall header <br /> General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements <br /> Steel Section : TS12X6X1/4 Fy 46.00ksi <br /> Pinned-Pinned Load Duration Factor 1.00 <br /> Center Span 18.00 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 I Beam OK <br /> Static Load Case Governs Stress <br /> Using:TS12X6X1/4 section,Span= 18.00ft, Fy=46.Oksi <br /> End Fixity= Pinned-Pinned, Lu=O.00ft, LDF=1.000 <br /> Actual Allowable <br /> Moment 16.977 k-ft 67.888 k-ft Max. Deflection -0.212 in <br /> fb : Bending Stress 7.592 ksi 30.360 ksi Length/DL Defl 3,582.8 : 1 <br /> fb/Fb 0.250 : 1 <br /> Length/(DL+LL Defl) 1,018.6 : 1 <br /> Shear 3.773 k 55.200 k <br /> fv:Shear Stres: 0.629 ksi 18.400 ksi <br /> fv/Fv 0.034 : 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 (a)Center cD Center Cants Cants <br /> Max. M+ 16.98 k-ft 4.83 16.98 k-ft <br /> Max. M- k-ft <br /> Max. M @ Left k-ft <br /> Max. M @ Right k-ft <br /> Shear @ Left 3.77 k 1.07 3.77 k <br /> Shear @ Right 3.77 k 1.07 3.77 k <br /> Center Defl. -0.212 in -0.060 -0.212 -0.212 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 3.77 1.07 3.77 3.77 k <br /> Reaction @ Rt 3.77 1.07 3.77 3.77 k <br /> Fa calc'd per Eq.E2-1,K"L/r<Cc <br /> Section Properties TS12X6X1/4 <br /> Depth 12.000 in Weight 29.18#/ft r-xx 4.329 in <br /> Width 6.000in I-xx 161.00 in4 r-yy 2.535 in <br /> Thickness 0.250 in I-yy 55.20 in4 <br /> S-xx 26.833 in3 <br /> Area 8.59 in2 S-yy 18.400 in3 <br />