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i ....fir- ' Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 <br />LLI,<SCLa 7251 Owensmouth Avenue Engineer: LQ <br /> Suite 4 Project Desc.:PROPOSED NEW OFFICE BUILDING <br />vi p: 818.902.0200 1 <br /> E>! f: 818 902.0232 <br />1 --1- - - email: info@aeg-inc,net · Printed· 25 OCT 2012, 1,45PM <br />9. 1 :File X:\2012-PROJECTS\212-013 Catalina\Calcs\Catalina.Steel Column ENERC8LC, INC 1983-2012, Build:6.12.9.26, Ver6 12 1 <br />EL-22121-2.---3-23·322#64;k¢16&:+....14'2,.... :7*,fLU5fT 2;7:tr.:PR.:!:.51}:S., ..§:'dRK]944*T#**mjrd M.,w[0.1111:111491*]U <br />Description :Column #2 <br />tiEN#KNKWA06005747 <br />[ Cue /Were)]64 - <br />Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combinations Used : 2009 IBC & ASCE 7-05 <br />f Geflefal Information <br />Steel Section Name : <br />Analysis Method : <br />Steel Stress Grade <br />Fy: Steel Yield <br />E : Elastic Bending Modulus <br />Load Combination : <br />HSS6x6x3/8 <br />Allowable Strength <br />, A500, Grade B, Fy = 42 ksi, <br />42.0 ksi <br />29,000.0 ksi <br />2009 IBC & ASCE 7-05 <br />.Overall Column Height 17.0 ft <br />Top & Bottom Fixity Top & Bottom Pinned <br />Carbon Steel <br />Brace condition for deflection (buckling) along columns : <br />X-X (width) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = <br />Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = <br />326 M <br />1.0 <br />1.0 <br />FApplied-Loads" - 3 <br />AXIAL LOADS . <br />Roof: Axial Load at 17.Oft, Xecc = 4.000 in, D = 27.50, LR = 14.50 k <br />BENDING LOADS ... <br />NOTIONAL: Lat. Point Load at 17.0 ft creating Mx-x, D = 0.50, LR = 0.250 k <br />Service loads entered. Load Factors will be applied for calculations. <br />DESIGN SUMMER¥*" - 7-- 1\ <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 />0.7360 : 1 <br />+D+Lr+H <br />17.0 ft <br />Pa: Axial 42.0 k <br />Pn / Omega : Allgwable 116.591 k <br />Ma-x : Applied 0.0 k-ft <br />Mn-x / Omega : Allowable 33.114 k-ft <br />Ma-y : Applied -14.0. left. <br />Mn-y / Omega : Allowable 33.114 k-ft <br />Maximum SERVICE Load Reactions .. <br />. Top along X-X 0.8235 k <br />Bottom along X-X 0.8235 k <br />Top along Y-Y O.0 k <br />Bottom along Y-Y 0.0 k <br />Maximum SERVICE Load Deflections... <br />Along Y-Y 0.0 in at O.Oft above base <br />for load combination : <br />Along X-X -0.3949 in at 9.926ft -above base <br />for load combination : D+Lr <br />PASS Maximum Shear Stress Ratio =0.01579 : 1 <br />Load Combination +D+Lr+H <br />Location of max.above base 0.0 ft <br />At maximum location values are... <br />Va : Applied .0.8235 k <br />Vn / Omega : Allowable 52.168 k <br />Load Combination Results <br />Load Combination <br />+D <br />+D+Lr+H <br />+D+0.750Lr+·0.750L+H <br />+D+0.750Lr+0.750L+0.750W+H <br />+D+0.750LF+0.7501-+0.5250E+H <br />Maximum Axial + Bending Stress Ratios <br />Stress Ratio Status Location <br />0.482 PASS 17.00 ft <br />0.736 PASS 17.00 ft <br />0.673 PASS 17.00 ft <br />0.673 PASS 17.00 ft <br />0.673 PASS 17.00 ft <br />Maximum Shear Ratios <br />Stress Ratio Status Location <br />0.010 PASS 0.00 ft <br />0.016 PASS 0.00 ft <br />0.014 PASS 0.00 ft <br />0.014 PASS 0.00 ft <br />0.014 PASS 0.00 ft <br />Maximum Reactions - Unfactored ' Note: Only non-zero reactions are listed. <br />X-X Axis Reaction Y-Y Axis Reaction Axial Reaction · <br />Load Combination . @ Base @ Top @ Base @ Top @ Base <br />D Only -0.539 0.539 k - k · 27.500 k <br />Lr Only 0.284 0.284 k k 14.500 k <br />D-+1-r 0.824 0.824 k k 42.000 k · <br />Maximum Detlections tor Load Combinations Untactored Loads <br />Load Combination .Max. X-X Deflection Distance Max. Y-Y Deflection Distance+ <br />D Only -0.2586 ·in 9.926 ft 0.000 in 0.000. ft <br />Lr Only -0.1363 in 9.926 ft 0.000 in 0.000 R <br />D+Lr -0.3949 in 9.926 ft 0.000 in 0.000 R