18. In the interaction equations of flexure and compression in beam-column members, i.e., equations (H1 -1a and H1 -1b), the third term in these equations will be equal to zero, if the member is subjected to: a) Compression and bending about minor axis only. b) Compression and biaxial bending. c) Compression, bending and torsion. d) Compression, bending and shear. e) Compression and Bending about major axis only. 19. For practical purposes, you can have lateral deflections in taller buildings with symmetrical dimensions and loads: a) True. b) False. c) In some cases only. d) Almost true. e) Almost false. 20. For a W18 * 211 beam-column member in a braced frame, using the LRFD method, determine the design compressive strength, and the design flexural strength about the x-axis and y-axis, Lb = 10 ft, Le = 10 ft. Use AISC Manual, Part 6, Table 6-2, entitled "Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces, W-Shapes": a) 2470 k, 895 k.ft, 283 k.ft b) 2460 k, 1840 k.ft, 495 k.ft c) 1750 k, 595 k.ft, 322 k.ft d) 2210 k, 1660 k.ft, 446 k.ft e) None the above. 21.According to the AISC Manual, Part 6, Table 6-2, entitled "Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces, W- Shapes", can be used for beam-column members with: a) Fy 36 ksi and F₁ = 50 ksi b) Fy 50 ksi and F₁ = 70 ksi c) Fy = 60 ksi and F₁ = 80 ksi = d) Fy 50 ksi and F₁ = 65 ksi e) None the above. 22.In unbraced frames, the maximum sidesway moments always occur at the column mid-height:
18. In the interaction equations of flexure and compression in beam-column members, i.e., equations (H1 -1a and H1 -1b), the third term in these equations will be equal to zero, if the member is subjected to: a) Compression and bending about minor axis only. b) Compression and biaxial bending. c) Compression, bending and torsion. d) Compression, bending and shear. e) Compression and Bending about major axis only. 19. For practical purposes, you can have lateral deflections in taller buildings with symmetrical dimensions and loads: a) True. b) False. c) In some cases only. d) Almost true. e) Almost false. 20. For a W18 * 211 beam-column member in a braced frame, using the LRFD method, determine the design compressive strength, and the design flexural strength about the x-axis and y-axis, Lb = 10 ft, Le = 10 ft. Use AISC Manual, Part 6, Table 6-2, entitled "Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces, W-Shapes": a) 2470 k, 895 k.ft, 283 k.ft b) 2460 k, 1840 k.ft, 495 k.ft c) 1750 k, 595 k.ft, 322 k.ft d) 2210 k, 1660 k.ft, 446 k.ft e) None the above. 21.According to the AISC Manual, Part 6, Table 6-2, entitled "Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces, W- Shapes", can be used for beam-column members with: a) Fy 36 ksi and F₁ = 50 ksi b) Fy 50 ksi and F₁ = 70 ksi c) Fy = 60 ksi and F₁ = 80 ksi = d) Fy 50 ksi and F₁ = 65 ksi e) None the above. 22.In unbraced frames, the maximum sidesway moments always occur at the column mid-height:
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
Related questions
Question
Transcribed Image Text:18. In the interaction equations of flexure and compression in beam-column
members, i.e., equations (H1 -1a and H1 -1b), the third term in these equations
will be equal to zero, if the member is subjected to:
a) Compression and bending about minor axis only.
b) Compression and biaxial bending.
c) Compression, bending and torsion.
d) Compression, bending and shear.
e) Compression and Bending about major axis only.
19. For practical purposes, you can have lateral deflections in taller buildings with
symmetrical dimensions and loads:
a) True.
b) False.
c) In some cases only.
d) Almost true.
e) Almost false.
20. For a W18 * 211 beam-column member in a braced frame, using the LRFD
method, determine the design compressive strength, and the design flexural
strength about the x-axis and y-axis, Lb = 10 ft, Le = 10 ft. Use AISC Manual,
Part 6, Table 6-2, entitled "Available Strength for Members Subject to Axial,
Shear, Flexural and Combined Forces, W-Shapes":
a) 2470 k, 895 k.ft, 283 k.ft
b) 2460 k, 1840 k.ft, 495 k.ft
c) 1750 k, 595 k.ft, 322 k.ft
d) 2210 k, 1660 k.ft, 446 k.ft
e) None the above.
21.According to the AISC Manual, Part 6, Table 6-2, entitled "Available Strength
for Members Subject to Axial, Shear, Flexural and Combined Forces, W-
Shapes", can be used for beam-column members with:
a) Fy 36 ksi and F₁ = 50 ksi
b) Fy 50 ksi and F₁ = 70 ksi
c) Fy = 60 ksi and F₁ = 80 ksi
=
d) Fy 50 ksi and F₁ = 65 ksi
e) None the above.
22.In unbraced frames, the maximum sidesway moments always occur at the
column mid-height:
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