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Axial Engineering Group, Inc.Project Title:CATALINA <br />' 7251 Owensmouth Avenue . Engineer: LQ Prolect ID: 212-013 <br />, Suite 4 Project Descr: PROPOSED NEW OFFICE BUILDING <br />El: p 818.902.0200 <br />05' f: 818.902.0232 <br />L._!251 - email: info@aegrinc.net <br />FS*44·1; 4414%4R. i 12:.f i ; 1 9*4 : <br />Itiqi#figWL.0.60.057.47: :-,·44:, 3 6.1·:lfwift**Ulat ..14:U..4 '139.r. <br />40/,1'.01#1' <br />minted: 11 JAN 2013, 7:56PM <br />'@? i FileY\\AEGSERVER\SOuctur'Al Rrojett-Filei\201.2-Ptl\212201,4\(Dilcs\(Datalift*iZE <br />Description : Colmn #3 <br />F33*R#fetencesk ,'1 <br />Calculations per AISC 360-05 <br />Load Combinations Used : IBC 2009 <br />- f¢Qeheta-Flriformatign f -...' i , <br />Steel Section.Name :HSS6x4*3/8 <br />Analysis.Method :Allowable Stre <br />Steel Stress Grade <br />Fy: Steel Yield 46.0 1 <br />E : Elastic Bending Modulus 29,000.0 1 <br />Load Combination :IBC 2009 <br />94*liadlbadi h > -1 t 1 1 1 -1777 <br />Overall Column Height 17.0 ft <br />ngth Top & Bottom Fixity Top & Bottom Pinned <br />Brace condition for deflection (buckling) along columns : <br />(si X-X (width)+axis : <br />rsi Unbraced Length for X-X Axis buckling = 17,0 ft, K = 1.0 <br />Y-Y (depth) axis : <br />Unbraced Length for X-X Axis buckling = 17.0 ft, K = 1.0 <br />Service loads entered. Load Factors will be applied for calculations <br />Column self weight included :379.128 lbs * Dead Load Factor <br />AXIAL LOADS . . <br />Axial Load at 17.0 ft, Xecc = 4.000 in, D = 10.50, LR = 6.50 k <br />BENDING LOADS. <br />netional: Lat. Point Load at 15.0 ft creating Mx-x, D = 1.0, LR = 0.60 k <br />AuDESIGN SUMMARy ' '': ,;.:2,0..0. 6:·;:y.:,1;:3·. T.r:r r:,:,w„: , <br />Bending & Shear Check Results <br />PASS Max. Axial+Bending Stress Ratio = <br />Load Combination <br />Location of max.above base <br />At maximum location values are . . .- <br />Pa: Axial <br />Pn / Omega : Allowable <br />Ma-x : Applied <br />Mn-x / Omega : Allowable <br />Ma-y : Applied ' <br />Mn-y / Omega : Allowable <br />PASS Maximum Shear Stress Ratio = <br />Load Combination <br />Location of max.above base. <br />* At maximum location values are. <br />Va : Applied <br />Vn·/ Omega : Allowable <br />0.6314 : 1 Maximum SERVICE Load Reactions . . <br />+D+Lr+H Top along X-X 0.3333 k· <br />14.946 ft . .Bottom along X-X 0.3333 k <br />Top along Y-Y 1.412 k <br />17.379 k Bottom along Y-Y 0.1882 k <br />53.626 k <br />Maximum SERVICE Load Deflections...2.813 k-ft <br />Along Y-Y 0.1234 in at 9.812ft above base27.315 k-ft <br />for load combination : D+Lr <br />-4.982 k-ft <br />20.521 k-ft Along X-X -0.4238 in - at 9.926ft above base <br />for load combination : D+Lr <br />0.02471 1 <br />+D+Lr+H <br />15.060 ft <br />1.412 k <br />57.137 k <br />FGaa C6-hibihiticin Rdsults t.h:.' ., f.,· . -1 <br />Maximum Axial + Bending Stress Ratios .Maximum Shear Ratios <br />Load Combination . . . Stress Ratio Status Location Stress Ratio Status Location <br />D Only 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+D+L+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+D+Lr+H 0.631 PASS 14.95 ft 0.025 PASS 15.06 ft <br />+D+S+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+D+0.750Lr+0.750L+H 0.572 PASS 14.95 ft 0.022 PASS 15.06 ft <br />+D+0.750L+0.750S+H 0.393 PASS ·14.95 ft 0.015 PASS 15.06 ft <br />+DAN+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+D+0.70E+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+D+0.750Lr+0.7501-+O.750W+H 0.572 PASS 14.95 h 0.022 PASS 15.06 ft <br />+D+0.750L+0.7503+0.750W+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+D-,0.7506+0.750L+0.5250E+H 0.572 PASS 14.95 ft 0.022 PASS 15.06 ft <br />+D:,0.7501-+0.750S+0.5250E+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft <br />+0.60D+W+H 0.189 PASS 14.95 ft 0.009 PASS 15.06 ft <br />+0.60D+0.70E+H 0.189 PASS 14.95 ft 0.009 PASS 15.06 ft