1. AISC Design Aids for Bending (Long Version)
CE311

2. RECALL: PREVIOUS CLASS
W21x48 Flange
Web

3. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

4. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

5. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

6. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

7. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

8. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

9. RECALL: PREVIOUS CLASS
W21x48 Flange lp = 9.15 l = 9.47 lr = 24.1
Web
lp = 90.55
l = 53.6

10. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web

11. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip at lp = 9.15
Mn = in-kip at l = 9.47
Mr = 0.7FyS = in-kip at lr = 24.1

12. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip at lp = 9.15
Mn = in-kip at l = 9.47
Mr = 0.7FyS = in-kip at lr = 24.1

13. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip at lp = 9.15
Mn = in-kip at l = 9.47
Mr = 0.7FyS = in-kip at lr = 24.1

14. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip = kip-ft
Mn = in-kip = kip-ft

15. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip = kip-ft => Mp/W = 267 kip-ft
Mn = in-kip = kip-ft => Mn/W = 265 kip-ft

16. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip = kip-ft => Mp/W = 267 kip-ft
Mn = in-kip = kip-ft => Mn/W = 265 kip-ft

17. RECALL: PREVIOUS CLASS
W21x48
Flange
lp = 9.15
l = 9.47
lr = 24.1
NON-COMPACT
Web
lp = 90.55
l = 53.6
COMPACT Web
Interpolation:
Mp = FyZ = in-kip = kip-ft => Mp/W = 267 kip-ft
Mn = in-kip = kip-ft => Mn/W = 265 kip-ft
HOLY The Z-table Mp/W accounts for Local Buckling!!!

21. A Business Idea for this Class

22. Produce Charts: “e.g.; Mapp = 280 ft-kips, Lb = 15’

23. Produce Charts: “e.g.; Mapp = 280 ft-kips, Lb = 15’

24. Produce Charts: “e.g.; Mapp = 280 ft-kips, Lb = 15’

25. Produce Charts: “e.g.; Mapp = 280 ft-kips, Lb = 15’

26. e.g.#1: LTB Charts – pp. 3-96 Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet

27. e.g.#1: LTB Charts – pp. 3-96 to Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet

32. e.g.#1: LTB Charts – pp. 3-99 to 3-142 (Fy= ??)
Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet
Cb = 1 (constant end-moments)

33. e.g.#1: LTB Charts – pp. 3-99 to 3-142 (Fy= ??)
Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet
Cb = 1 (constant end-moments)

34. e.g.#1: LTB Charts – pp. 3-96 to Given: Pick lightest A992 W
Yo! P
Mapp = 310 ft-kips, Lb = 20 feet
Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet

35. e.g.#1: LTB Charts – pp. 3-96 to Given: Pick lightest A992 W
Mapp = 310 ft-kips, Lb = 20 feet
Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet

36. e.g.#1: LTB Charts – pp. 3-96 to Given: Pick lightest A992 W
Mapp = 310 ft-kips, Lb = 20 feet
Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet

37. e.g.#1: LTB Charts – pp. 3-96 to Given: Pick lightest A992 W
Mapp = 310 ft-kips, Lb = 20 feet
Given: Pick lightest A992 W
Mapp = 310 ft-kips
Lb = 20 feet
W18x76

38. e.g.2: Pick a Shape (Worry about Self Wt. at the end)
Given: A992
Papp = 40kips
18 feet

39. Handy Cb Chart

40. Handy Cb Chart

44. W16x45

46. W16x40?

47. W16x40:
LTB:
Mn/W = 159 (1.67) = 266 kip-ft
But…
Mp/W = kip-ft
So…
LTB will not occur
Mn/W = kip-ft

48. Now, Check Self-Weight
Msw = (0.040)(182)/8 = 1.62 kip-ft So, the total applied moment is M = kip-ft = kip-ft While, Mn/W = kip-ft So, W16x40 works.

49. Awesome Design Aids and Limitations
1. Plastic 2.

50. Awesome Design Aids and Limitations
The LTB Charts
1. Plastic
2. LTB
3. Flange Local Buckling

51. Awesome Design Aids and Limitations
The LTB Charts
Plastic, LTB, and Local Buckling are considered
Limitations:
1. Plastic
2. LTB
3. Flange Local Buckling

52. Awesome Design Aids and Limitations
The LTB Charts
Plastic, LTB, and Local Buckling are considered
Limitations:
Fy = 50 ksi
W and C shapes
1. Plastic
2. LTB
3. Flange Local Buckling

53. Awesome Design Aids and Limitations
1. Plastic
2. LTB
3. Flange Local Buckling

54. Awesome Design Aids and Limitations
The Z Tables
1. Plastic
2. LTB
3. Flange Local Buckling

55. Awesome Design Aids and Limitations
The Z Tables
Plastic and Local Buckling are considered
Limitations:
1. Plastic
2. LTB
3. Flange Local Buckling

56. Awesome Design Aids and Limitations
The Z Tables
Plastic and Local Buckling are considered
Limitations:
Fy = 50 ksi
W and C shapes
1. Plastic
2. LTB
3. Flange Local Buckling

57. Awesome Design Aids and Limitations
The Uniform Load Tables
1. Plastic
2. LTB
3. Flange Local Buckling

58. Awesome Design Aids and Limitations
The Uniform Load Tables
Plastic and Local Buckling are considered
1. Plastic
2. LTB
3. Flange Local Buckling

59. Awesome Design Aids and Limitations
The Uniform Load Tables
Plastic and Local Buckling are considered
They automatically include beam self-weight!
1. Plastic
2. LTB
3. Flange Local Buckling

60. Awesome Design Aids and Limitations
The Uniform Load Tables
Plastic and Local Buckling are considered
They automatically include beam self-weight!
Limitations:
1. Plastic
2. LTB
3. Flange Local Buckling

61. Awesome Design Aids and Limitations
The Uniform Load Tables
Plastic and Local Buckling are considered
They automatically include beam self-weight!
Limitations:
Uniform Loads
Fy = 50 ksi
W and C shapes
Simply-Supported
1. Plastic
2. LTB
3. Flange Local Buckling

62. Handling “Word Problems” & Getting the Fast Answer
1. Plastic
2. LTB
3. Flange Local Buckling

63. Handling “Word Problems” & Getting the Fast Answer
“Select a continuously supported W beam for a uniform load”
1. Plastic
2. LTB
3. Flange Local Buckling

64. Handling “Word Problems” & Getting the Fast Answer
“Select a continuously supported W beam for a uniform load”
Fast: Z-tables
Really Fast: Uniform Load Tables
LTB Chart? Meh. Lb=0, so you could find that position on the chart, but that’s like finding a needle in a stack of needles
1. Plastic
2. LTB
3. Flange Local Buckling

65. Handling “Word Problems” & Getting the Fast Answer
“Select a continuously supported W beam for a point load”
1. Plastic
2. LTB
3. Flange Local Buckling

66. Handling “Word Problems” & Getting the Fast Answer
“Select a continuously supported W beam for a point load”
Fast: Z-tables
Faster: LTB Chart
Really Fast: Uniform Load Tables
1. Plastic
2. LTB
3. Flange Local Buckling

67. Handling “Word Problems” & Getting the Fast Answer
“Select a W beam for a point load with Lb = 12 feet”
1. Plastic
2. LTB
3. Flange Local Buckling

68. Handling “Word Problems” & Getting the Fast Answer
“Select a W beam for a point load with Lb = 12 feet”
~ Slow: Z-tables
Faster: LTB Chart
Really Fast: Uniform Load Tables
1. Plastic
2. LTB
3. Flange Local Buckling

69. Handling “Word Problems” & Getting the Fast Answer
“Compute the allowable capacity of a built-up beam with Lb = 12 feet”
1. Plastic
2. LTB
3. Flange Local Buckling

70. Handling “Word Problems” & Getting the Fast Answer
“Compute the allowable capacity of a built-up beam with Lb = 12 feet”
Strictly hand-calcs
1. Plastic
2. LTB
3. Flange Local Buckling