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*3-x! Axial Engineering Group, Inc. <br />¥-9>1 7251 Owensmouth Avenue <br />1 p::*1 Suite 4 <br />818.902.0200 <br />@054 f: 818.902.0232 <br />Title : CATALINA Job#212-013 <br />Engineer:LQ <br />Project Desc.PROPOSED NEW OFFICE BUILDING <br />,«__.3 email: info@aeq-inc.net <br />Steel Column <br />I , 1 -1. <br />Description :Column #3 <br />-41 '1 <br />Printed: 25 OCT 2012, 145PM <br />Fll- i L!111- FPOJECT:,L!12111, L-·11-Ilili=1#1--all IL 11-11111726--3, <br />EllEPI .LL 1111- 14 ·LIlli- Biwldh I24211 "el h 124 'h '1 <br />11. 1.1 1 11' 'h -'-4 1, d- ' R!1i9N;m,E¢lm'**#11zllgi¢ji.?p:%,1:{,iml <br />Code References' <br />Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combinations Used : 2009 IBC & ASCE 7-05 <br />Gene?alinformation <br />Steel Section Name : <br />Analysis Method : <br />Steel Stress Grade <br />Fy: Steel Yield <br />E : Elastic Bending Modulus <br />Load Combination : <br />HSS5x5xlM <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 15.Oft <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 = 15.0 ft, K = 1.0 <br />Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 15.0 ft, K = 1.0 <br />4plidc| Loads <br />AXIAL LOADS ... <br />Roof: Axial Load at 15.0 ft, Xecc = 3.500 in, D = 10.50, LR = 6.50 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 />F DESIGNSUMMAR¥-- -- - <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 />0.5445 : 1 <br />+D+Lr+H <br />15.0 ft <br />Maximum SERVICE Load Reactions . . <br />Top along X-X 0.3306 k <br />Bottom along X-X 0.3306 k <br />Top along Y-Y 0.0 k <br />Pa: Axial 17.0 k <br />Pn / Omega : Allowable 63.385 k <br />Ma-x : Applied O. O k-ft <br />Mn-x / Omega : Allowable 15.949 k-ft <br />Ma-y : Applied.-4.958 lai <br />Mn-y / Omega : Allowable 15.949 k-ft <br />Bottom along Y-Y O.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 ·-0.2688 in at 8.758ft above base <br />for load combination : D+Lr <br />PASS Maximum Shear Stress Ratio =0.01093 : 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.0.3306 k <br />Vn / Omega : Allowable 30.244 k <br />Coad Combination Results <br />Load Combination <br />+D <br />+D+Lr+H <br />+D+0.750Lr+·0.750L+H <br />+D+0.7501-r+0.750L+0.750W+H <br />+D+0.750Lr+0.750L+0.5250E+H <br />Maximum Axial + Bendina Stress Ratios <br />Stress Ratio Status Location <br />0.275 PASS ' . 15.00 ft <br />0.545 PASS 15.00 ft <br />0.492 PASS 15.00 ft <br />0.492 PASS 15.00 ft <br />0.492 PASS 15.00 ft <br />Maximum Shear Ratios <br />Stress Ratio Status Location <br />0.007 PASS 0.00 ft <br />0.011 PASS 0.00 ft <br />0.010 PASS 0.00 ft <br />0.010 PASS 0.00 ft <br />0.010 PASS 0.00 ft <br />Maximum Reactions - Unfactored Note: Ohly 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 0.204 0.204 k · · k .10.500 k <br />Lr Only 0.126 0.126 k k 6.500 k <br />D+Lr 0.331 0.331 k k 17.000 k <br />Maximum Deflections for Load Combinations : Unfactored Loads ' <br />Load Combination .Max. X-X Deflection Distance .Max. Y-Y Deflection Distance <br />D Only -0.1660 in 8.758 ft 0.000 in 0.000 R <br />Lr Only -0.1028 in 8.758 ft 0.000 in 0.000 ft <br />D+Lr -0.2688 in 8.758 ft 0.000 in 0.000 ft <br />!87