Design of Metal Structures II
Design of Metal Structures II CE 4310
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This 2 page Class Notes was uploaded by Lavada Lynch III on Monday September 21, 2015. The Class Notes belongs to CE 4310 at University of Virginia taught by Jose Gomez Iii in Fall. Since its upload, it has received 23 views. For similar materials see /class/209588/ce-4310-university-of-virginia in Civil Engineering at University of Virginia.
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Date Created: 09/21/15
Inelastic vs Elastic Buckling of Steel Columns This exercise concerns the buckling behavior of columns It compares the elastic and inelastic buckling of three AISC wide ange columns using the AISC formulas and using Arcade The model has the following characteristics Both ends are pinned and braced against sidesway The unsupported length for both strong and weak axis buckling is 16 feet The material is grade 50 steel The column is modeled as four Beam2 elements the nodes are positioned on a parabolic trajectory corresponding to an outofstraightness of L 1500 0128 inches off the line connecting the ends of the column The column is loaded by imposing a downward displacement at the top of the column lt3 39 The vertical axis of the graph plots the reaction at the base of the column the horizontal axis of the graph plots the vertical displacement at the top of the column Build View F m U Vevl veaclmn vs vevl wsp mm mm U122 ma D25 us 7 vevlmsp The three column sections are as follows Sections Area IV Zy ry in2 4 3 in W14x808 237 5510 927 482 W18x65 191 548 225 169 W18x35 103 153 806 122 Part 1 Comparison of elastic buckling For each of the three columns do the following 0 Calculate the theoretical Euler buckling load using the Euler formula 0 Use Arcade to analyze each column for elastic buckling The analysis requires the following steps 0 Set section properties I Click Build gt Elements gt Beam 2 I In the table in the upper window type in the appropriate values of A IXX ZXX for each element Use the weak axis values for the sections since the column can buckle on weak axis 0 Click Simulation Start 0 After the graph shows that the column has buckled click Simulation gt Stop quot soiumn T m I at 13910 my ght click on the point the graph first deviates from its initial linear trajectory a popup window will appear showing the load and displacement at that point See the figure above I hm pczii39it Is O O 5 H 5 D E 13 r Make a table summarizing the results including the following I The section name I The theoretical Euler load I The elastic buckling load predicted by Arcade I The percentage difference between the two the Euler buckling load and the buckling load predicted by Arcade positive when the Euler load is larger Part 2 Comparison of inelastic buckling In inelastic buckling parts of the section yield before buckling occurs This partial yielding occurs because of residual compression stresses in the section The AISC code accounts for the possibility of inelastic buckling with formulas E22 and E23 E23 applies to columns which are slender enough to avoid inelastic buckling the stresses are never high enough to cause yielding E23 gives results which are 0877 times the Euler load K In less slender columns formula E22 applies This formula makes a smooth transition from the Eulerproportional curve of E23 where the column slenderness parameter he
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