1. 100 200 300 400 500 BEAMS (FLEXURE) BEAM- COLUMNS SHEAR / CONC. LOADS
WILD
CARD
100
200
300
400
500

2. Would you design this member as a column or beam-column and why?
Beam-column; since connections to it are moment connections, it is probably used to resist moments due to lateral loads
BEAM-COLUMNS 200

3. Would you design this member as a column or beam-column and why?
Column; the shear tabs theoretically transfer no moment to the column
BEAM-COLUMNS 100

4. Explain the basic concept behind B1 and B2 for beam-columns.
Moment amplification due to 2nd order effects – the result of the axial forces acting on the deformed shape of the beam-column and causing additional moment.
BEAM-COLUMNS 300

5. Explain why there is one value of ‘by’ for each W-shape in Table 6-1.
‘by’ captures the weak-axis flexural member capacity, which is independent of unbraced length, Lb, since lateral torsional buckling does not occur for bending about y-axis
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BEAM-COLUMNS 400

6. Would use of Table 6-1 values (unmodified) to size these beam-columns likely be somewhat conservative and why or why not?
Yes; the table is based on Cb=1.0, and these beam-columns are subject to reverse curvature, and Cb could be > 2.0
BEAM-COLUMNS 500

7. What do you think this construction worker doing? And why?
BOLTS
TORCH
What do you think this construction worker doing? And why?
The bolt holes didn’t line up. He’s using a torch to fix the problem.
Note: this question is just for fun; not within scope of Final Exam
WILD CARD 200

8. Rigidity of connections and flexural stiffness of beams and columns
What is likely providing the resistance to lateral loads in this steel frame?
Rigidity of connections and flexural stiffness of beams and columns
WILD CARD 100

9. What is the impact of the small welded connections in this truss?
Note: this question is NOT within the scope of the Final Exam
The “stitching” effectively increases the out-of-plane buckling capacity of the double angle compression members
WILD CARD 300

10. The bolted (double) web angles
Shear force is transmitted primarily through which component(s) in this beam-to-column connection?
The bolted (double) web angles
SHEAR/CONC. LOADS 100

11. h/tw is less than the limit for inelastic shear buckling
The above equation for shear resistance for rolled I-shaped members is applicable only if this condition is satisfied.
h/tw is less than the limit for inelastic shear buckling
SHEAR/CONC. LOADS 200

12. Bolt bearing and block shear (+ flexural yield, rupture, buckling)
Name two limit states which must be checked for this beam-to-girder connection and depend upon thickness of the beam web.
Bolt bearing and block shear (+ flexural yield, rupture, buckling)
SHEAR/CONC. LOADS 500

13. BEAM
Suppose this beam is a W16x26. What is the shape factor for x-axis bending?
Zx/Sx = 44.2/38.4 =1.15
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BEAMS 100

14. Name all flexural (strength) limit states for beams.
Yield, flange local buckling, web local buckling, lateral torsional buckling
BEAMS 300

15. …splice and transfer of forces from the column to be placed above.
The hole in the column web can be used to lift the column into place. The plates are for …
…splice and transfer of forces from the column to be placed above.
Note: this question is just for fun; not within scope of Final Exam
WILD CARD 400

16. Construction  Lb=L; Full factored  Lb=0
BEAM
You are asked to check flexural capacity of this beam with regards to construction loads as well as the full factored design load (after deck is attached and concrete cast). What Lb would you consider for each case for a beam of length L?
Construction  Lb=L; Full factored  Lb=0
BEAMS 200

17. Why are lp and lr different for webs of beams as opposed to flanges of beams?
These are limits for local buckling, and critical buckling loads depend on loading conditions (i.e. pure axial compression or flexural compression) and edge support conditions (i.e., stiffened or unstiffened)
BEAMS 500

18. GIRDER
This girder will have 6 beams framing in on each side. Your colleague says that clearly Cb=1.14 if equivalent uniform loading is assumed. You say…?
1.14 would be for no lateral bracing at loads; this Cb would be closer to 1.0
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BEAMS 400

19. Where might stiffeners be required in this beam-column joint?
In the column web, at the flange angles (concentrated loads from the moment connection)
SHEAR/CONC.LOADS 300

20. Calculations show that a W16x50 has adequate shear and moment capacity for the design loads, but a W21x50 is used. What is a likely reason for this?
The need for larger flexural stiffness (Ix) because of serviceability (deflection) limits
WILD CARD 500

21. Beam #1 rests on and exerts 0
Beam #1 rests on and exerts 0.5 kip on beam #2; how many more #1’s could be placed (one on top of another) before causing local web yielding in #2? Both beams are W18x35’s (A992 steel). #1 #2
Rn=f(5k+lb)Fywtw =1.0(5(0.827”)+6”)(50ksi)(0.3”) =152 kips  152/0.5 = 304 beams
USE AISC Manual
SHEAR/CONC.LOADS 400