Contents AISC ASD 89 Example 002
User Manual: AISC ASD-89 Example 002
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Software Verification PROGRAM NAME: REVISION NO.: ETABS 0 AISC ASD-89 Example 002 WIDE FLANGE MEMBER UNDER COMPRESSION EXAMPLE DESCRIPTION The column design features for the AISC ASD-89 code are checked for the frame shown below. This frame is presented in the Allowable Stress Design Manual of Steel Construction, Ninth Edition, 1989, Example 3, Pages 3-6 and 3-7. The column K factors were overwritten to a value of 2.13 to match the example. The transverse direction was assumed to be continuously supported. Two point loads of 560 kips are applied at the tops of each column. The ratio of allow axial stress, Fa, to the actual, fa, was checked and compared to the referenced design code. GEOMETRY, PROPERTIES AND LOADING TECHNICAL FEATURES TESTED Section compactness check (compression) Member compression capacity AISC ASD-89 Example 002 - 1 Software Verification PROGRAM NAME: REVISION NO.: ETABS 0 RESULTS COMPARISON Independent results are taken from Allowable Stress Design Manual of Steel Construction, Ninth Edition, 1989, Example 3, Pages 3-6 and 3-7. ETABS Independent Percent Difference Compact Compact 0.00% Design Axial Stress, fa (ksi) 15.86 15.86 0.00% Allowable Axial Stress, 16.47 16.47 0.00% Output Parameter Compactness Fa (ksi) COMPUTER FILE: AISC ASD-89 EX002 CONCLUSION The results show an exact comparison with the independent results. AISC ASD-89 Example 002 - 2 Software Verification PROGRAM NAME: REVISION NO.: ETABS 0 HAND CALCULATION Properties: Material: A36 Steel E = 29,000 ksi, Fy = 36 ksi Section: W12x120: bf = 12.32 in, tf = 1.105 in, d =13.12 in, tw=0.71 in A = 35.3 in2 rx=5.5056 in Member: K = 2.13 L = 15 ft Loadings: P = 560 kips Design Axial Stress: f= a P 560 = A 35.3 f a = 15.86 ksi Compactness: Localized Buckling for Flange: = λ = λp bf 12.32 = = 5.575 2t f 2 • 1.105 65 = Fy 65 = 10.83 36 λ < λ p , No localized flange buckling Flange is Compact. AISC ASD-89 Example 002 - 3 Software Verification PROGRAM NAME: REVISION NO.: ETABS 0 Localized Buckling for Web: f a 15.86 = = 0.44 Fy 36 λ = d 13.12 = = 18.48 tw 0.71 fa 0.44 > 0.16 Since = Fy = λp 257 257 = = 42.83 Fy 36 λ < λ p , No localized web buckling Web is Compact. Section is Compact. Member Compression Capacity KL x 2.13 • (15 • 12 ) = = 69.638 5.5056 rx Cc = 2π2 E = Fy 2π2 • 29000 = 126.099 36 KL x rx 69.638 = = 0.552 126.099 Cc KL x < Cc rx AISC ASD-89 Example 002 - 4 Software Verification PROGRAM NAME: REVISION NO.: Fa = 1 KL x rx 1.0 − 2 Cc 5 3 KL x rx + 3 8 C c 2 ETABS 0 Fy 1 KL r − x x 8 Cc 3 1 2 1.0 − (0.552 ) • 36 2 Fa = 5 3 1 3 + (0.552 ) − (0.552 ) 3 8 8 Fa = 16.47 ksi AISC ASD-89 Example 002 - 5
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