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Axial Engineering Group, Inc.Project Title:CATALINA <br />7251 Owensmouth Avenue Engineer: LQ Project ID: 212-013 <br />Suite 4 Project Descr: PROPOSED NEW OFFICE BUILDING <br />p: 818.902.0200 <br />f: 818.902.0232 <br />email: info@aee-inc.net Pfinted: 11 JAN 2013, 7:57PM <br />,r ' ,• ; 4 •• • ' - * -T= 6 - :.1-17: 2. '731.1 0 0.7'·.':' file ='·.\\AEGSERVER\SM-a*Al Projed,EFIes\2012-Pil\212601·4*\Calcs\Ca.JAIii*¥*7-6®:#el- ¢¢?J,mri .6 .-, ,;'.r''',.. ''' '..:404..'.·. ·-4"3·' ;· f· ar ·f ':.-,1 - -:'..i·%:.·- --- . ;--Uf;-· r. ·,' i - :.'i':·.':f '-·· -"·136-NERCAL'(;IN.6(1983-20,12, Build7612:12.7.\.Ver:6;16.1.27,M..1 <br />Description: Colmn #2 <br />34839 j*erences -1.-- ... --14» -< '51,1--1 5-1 <br />Calculations per AISC 360-05 <br />Load Combinations Used : IBC 2009 <br />'Gehdrallfkthiktibi , t.1 1 4'- . -.- · ( . -' <br />Steel Section Name :HSS7x5x3/8 <br />Analysis Method :Allowable Strength <br />Steel Stress Grade <br />Fy: Steel Yield 46.0 ksi <br />E :Elastic Bending Modulus 29,000.0 ksi <br />Load Combination :IBC.2009 <br />'·Ap@!6816ads-1 i k. ' '- 1 1 9- 1 9 <br />Overall Column Height 17.0 ft <br />Top & Bottom Fixity Top & Bottom Pinned <br />Brace condition for deflection (buckling) along columns : <br />X-X (width) axis : <br />Unbraced Length for X-X Axis buckling = 17.0 fl 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 : 465.898 lbs * Dead Load Factor <br />AXIAL LOADS ... <br />notional: Axial toad ?t 17.0 ft! Xecc= 4.000 in, D = 27.50, LR = 14.50 k <br />BENDING LOADS ... <br />Lat. Point Load at 17.0 ft creating Mx-x, D = 2.70, LR = 1.40 k <br />+ BESIGNSOMMARY I , :-,2 - .4 <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 Combihation <br />Location of max.above base <br />At maximum location values are... <br />Va : Applied <br />Vn·/ Omega : Allowable. <br />V 1,6. ...Load Combination R*ulti- <br />0.8086 : 1 Maximum SERVICE Load Reactions. . <br />. +.D+Lr+H Top along X-X 0.8235 k <br />16.886 ft Bottom along X-X 0.8235 k <br />Tdp along Y-Y O.0 k <br />42.466 k Bottom along Y-Y 0.0 k <br />101.494 k <br />Maximum SERVICE Load Deflections...0.0 k-ft <br />Along Y-Y 0.O in at O.Oft above base40.170 k-ft <br />for load combination <br />-13.906 k-ft <br />31.677 k-ft Along X-X -0.5324 in at 9.926ft . above base <br />for load combination : D+Lr <br />0.01806 : 1 <br />+D+Lr+H <br />0.0 ft <br />0.8235 k <br />45.601 k <br />Maximum Axial + Bending Stress Ratios Maximum Shear Ratios <br />Load Combination . Stress Ratio Status Location Stress Ratio Status - Location <br />D Only 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+D+L+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+D+Lr+H 0.809 ·PASS 16.89 ft 0.018 PASS 0.00 ft <br />+D+S+H 0.531 PASS 16.89 ft 0.012 PASS .0.00 ft <br />+D+0.750Lr+0.750L+H 0.739 .PASS 16.89 ft 0.017 PASS 0.00 ft <br />+6,0.750L+0.750S+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+DAN+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+D+·0.70E+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+D+0.750Lr+·0.750L+0.750W+H 0.739 PASS 16.89 ft 0.017 PASS 0.00 ft <br />+D+O.750L+0.750S+0.750W+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+D+·0.750Lr+0.750L+0.5250E+H·0.739 PASS 16.89 ft 0.017 PASS·0.00 ft <br />+D+0.7501-+0.750S+0.5250E+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft <br />+0.60D+W+H 0.255 PASS 16.89 ft 0.007 PASS 0.00 ft <br />+0.60D+0.70E+H 0.255 PASS 16.89 ft 0.007 PASS 0.00 ft