Laserfiche WebLink
Mountain View Engineering, Inc. "title,: KK #5079/St rn, CA Job # 40022 <br />345 North Main Street, Suite A Dsgnr: CRH Date: 3:47PM, 12 JAN 04 <br />Description : FOOD 4 LESS FUELING <br />Brigham City, Utah 84302 CANOPY ADDITION <br />Phone: (435) 734-9700 Scope : Structural Design of Fueling Canopy <br />Fax: (435) 734-9519 J <br />Rev: 560100- - - - - - <br />User: KW -0605072, Ver 5.6.1,25 -Oct -2002 Steel Beam Design <br />(c)1983-2002 ENERCALC Engineering Software _ _ g00022 food Y less addition (stockton, ca)k <br />Description Beam <br />General Information <br />2.68 <br />Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements <br />Steel Section : W10X22 <br />d <br />k <br />Fy 50.00ksl <br />Static Load Case <br />Governs Stress <br />Pinned -Pinned <br />Load Duration Factor 1.00 <br />Center Span <br />8.00 ft <br />Maximum <br />Elastic Modulus 29,000.0 ksi <br />Left Cant. <br />8.00 ft <br />LL & ST Act Together <br />Max. M + 40.15 k -ft <br />Right Cant <br />8.00 ft <br />Allowable <br />k -ft <br />Lu : Unbraced Length <br />5.00 ft <br />Moment 40.150 k -ft <br />63.815 k -ft <br />Point Loads <br />0.932 in <br />-13.40 <br />fb : Bending Stress 20.762 ksi <br />#1 <br />#2 <br />#3 #4 <br />#5 #6 #7 <br />Dead Load 2.680 <br />3.210 <br />2.680 <br />k <br />Live Load 5.350 <br />6.420 <br />5.350 <br />k <br />Short Term <br />7.50 <br />fv : Shear Stres: 3.290 ksi <br />k <br />Location -5.000 <br />4.000 <br />13.000 <br />ft <br />iummary <br />2.68 <br />4.82 <br />Beam OK <br />d <br />k <br />Shear @ Right 8.03 k <br />Static Load Case <br />Governs Stress <br />DL <br />Using: W1 OX22 section, Span = 8.00ft, Fy = 50.Oksi, Left <br />Cant. = 8.00ft, Right Cant. = 8.00ft <br />LL+ST <br />Maximum <br />Only <br />End Fixity = Pinned -Pinned, Lu = 5.00ft, LDF = 1.000 <br />Cants <br />Cants <br />Max. M + 40.15 k -ft <br />-0.270 <br />Actual <br />Allowable <br />k -ft <br />Max. M - <br />-13.40 <br />Moment 40.150 k -ft <br />63.815 k -ft <br />Max. Deflection <br />0.932 in <br />-13.40 <br />fb : Bending Stress 20.762 ksi <br />33.000 ksi <br />Length/DL Defl <br />697.8: 1 <br />-13.40 <br />fb / Fb 0.629 : 1 <br />-40.15 <br />Length/(DL+LL Defl) <br />206.1: 1 <br />7.50 <br />Shear 8.030 k <br />48.816 k <br />Reaction @ Rt 16.19 <br />4.29 <br />7.50 <br />fv : Shear Stres: 3.290 ksi <br />20.000 ksi <br />9.64 k <br />Fa calc'd per Eq. E2-1, K*L/r < Cc <br />fv / Fv 0.164 : 1 <br />I Beam Passes Table B5.1, Fb per Eq. F1-1, <br />Force & Stress Summary <br />2.68 <br />4.82 <br />d <br />k <br />Shear @ Right 8.03 k <br /><- These columns are Dead + Live Load placed as noted --» <br />4.82 <br />DL <br />LL LL+ST <br />LL <br />LL+ST <br />Maximum <br />Only <br />Center Ca? Center <br />Cants <br />Cants <br />Max. M + 40.15 k -ft <br />-0.270 <br />5.63 <br />-0.167 <br />k -ft <br />Max. M - <br />-13.40 <br />-13.40 <br />-40.15 <br />k -ft <br />Max. M @ Left <br />-13.40 <br />-13.40 <br />-40.15 <br />k -ft <br />Max M @ Right <br />-13.40 <br />-13.40 <br />-40.15 <br />k -ft <br />Shear @ Left 8.03 k <br />2.68 <br />4.82 <br />8.03 <br />k <br />Shear @ Right 8.03 k <br />2.68 <br />4.82 <br />8.03 <br />k <br />Center Defl. 0.145 in <br />0.037 <br />0.005 <br />0.005 <br />0.145 <br />0.145 in <br />Left Cant Defl 0.911 in <br />-0.270 <br />-0.167 <br />-0.167 <br />-0.911 <br />-0.911 in <br />Right Cant Defl 0.932 in <br />-0.275 <br />-0.169 <br />-0.169 <br />-0.932 <br />-0.932 in <br />...Query Defl @ 0.000 ft <br />0.000 <br />0.000 <br />0.000 <br />0.000 <br />0.000 in <br />Reaction @ Left 16.19 <br />4.29 <br />7.50 <br />7.50 <br />9.64 <br />9.64 k <br />Reaction @ Rt 16.19 <br />4.29 <br />7.50 <br />7.50 <br />9.64 <br />9.64 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, <br />Fb = 0.66 Fy <br />