1. WELDSCOLUMNSWILDCARD 100 200 300 400 500

2. Match these descriptions of column slenderness and behavior: short, long, in between inelastic buckling, elastic buckling, and yield short yield in between inelastic buckling long elastic buckling COLUMNS 200

3. Name the three strength limit states for compression members (columns). Yield of the gross cross section, global buckling, local buckling COLUMNS 100

4. True column capacity does not match theoretical capacity based on Euler buckling and yielding. Identify two reasons for this. Reduced effective modulus due to inelastic behavior, residual stress, end restraint, initial crookedness, accidental eccentricity of load COLUMNS 300

5. Find the lightest A992 W14 for a 12-0 column with a factored design load of P u =2200 kips. Assume K y =1.0 and K x =2.0. AISC Table 4-1 K y L = 12 try W14x193 P n =2330 kips r x /r y = 1.60 K x L/(r x /r y ) = 15 W14x193 still works and is lightest! P n =2210 kips AISC Table 4-1 K y L = 12 try W14x193 P n =2330 kips r x /r y = 1.60 K x L/(r x /r y ) = 15 W14x193 still works and is lightest! P n =2210 kips COLUMNS 400 USE AISC MANUAL

6. What effect will modification of G A and/or G B to account for inelastic buckling have on the effective length, and why? The modification will decrease the effective length; consideration of inelastic buckling reduces G, increasing joint rigidity relative to the column, and therefore reducing effective length COLUMNS 500

7. For local buckling, we are concerned with stiffened and unstiffened elements. Define these terms. Stiffened – supported along 2 edges parallel to direction of compressive stress Unstiffened – supported along 1 edge but free on the other edge WILD CARD 100

8. Uneven cooling during hot rolling of structural shapes can result in this. Residual stress WILD CARD 200

9. In terms of E and F y, what is the width-thickness limit, r, for local buckling of the web of a W-shape in axial compression? r = 1.49 (E/F y ) Table B4.1a r = 1.49 (E/F y ) Table B4.1a (Case 5) WILD CARD 300 USE AISC MANUAL

10. When does AISC recommend that we balance the welds and what does this mean? Cyclically-loaded axial members; configuring the weld group so that the c.g. of the weld group coincides with the c.g. of the member WILD CARD 400

11. Compression members with slender elements that are in the range of KL/r > 4.71(E/QF y ) have the same critical stress, F cr, for design as compression members in that range w/o slender elements. Why? In that range of slenderness, global buckling will govern over local buckling WILD CARD 500

12. E60XX and E70XX are both matching weld metals for what ASTM steel? ASTM A36 (3/4 thick, AISC J2.6) WELDS 100

13. What is the minimum length of weld for this end connection of flat-bar tension members with longitudinal welds only? L min =w AISC J2.2b WELDS 300 L W

14. What is minimum size, w, for the fillet weld for this lap splice, and what is the reason for this limitation? AISC Table J2.4 w min = 1/8 A minimum size limitation is placed to prevent too rapid cooling of the weld. WELDS 200 USE AISC MANUAL PL ¼ x 10 PL ½ x 6

15. For which limit states will the length of the weld, L, affect the capacity of this connection of a WT to a gusset plate? Weld fracture Base metal – shear yield Base metal – shear rupture Net area fracture of the WT Block shear of gusset plate or WT WELDS 500 L

16. Is the effective throat thickness, t e, for a SMAW the same as for a SAW? If no, why the difference? WELDS 400 SMAW SAW Submerged Arc Welds are more convex than Shielded Metal Arc Welds, and effective throat measures from root to face of weld (J2.2a); however, in practice, the same t e is typically used. Note: this is bonus information, as it was not emphasized in lecture.