978-1337094740 Chapter 4 Part 2

Type Homework Help

Pages 13

Words 1024

Textbook Steel Design 6th Edition

Authors William T. Segui

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UseanHSS10x8x1/4

(b) PaDL33 82 115 kips

4.7-8

(a) Column AB:GA10, GB∑Icol/Lcol

2303/12

4. 37 62. 61

4. 71 E

113. 4

4.7-9

GA1. 0, GB∑Icol/Lcol

2460/13 1750/13

4. 71 E

113. 4

38. 3 23. 4 ksi

4.7-10

GA∑Icol/Lcol

597/15

5. 31 60. 34

4. 71 E

113. 4

3. 04 59. 21 60. 34 ∴Lcx

Fe2E

21. 1 9. 479 ksi

c

1. 67 484 kips Pn

c

4.7-11

(a) Member AB:GA10, GB∑Icol/Lcol

2I/13

∑Ig/Lg

1. 5I/30 1. 54 Kx1. 57

I/13

4.7-12

GG∑Icol/Lcol

2640/15

4. 71 E

113. 4

[4-23]

or posted to a publicly accessible website, in whole or in part.

17. 9 19. 58 ksi

2. 45 73. 47 (controls)

4. 71 E

4. 71 29000

4.7-13

(a) GA10. 0, GB∑Icol/Lcol

55. 2/13

2. 17 122. 2

4. 71 E

4. 71 29000

46 118. 3

2. 17 71. 89 Lcx

Fe2E

4.7-14

(a) Pu1. 2D1. 6L1. 2251. 675150. 0 kips

For purposes of determining G, assume that y-axis buckling controls and select a shape

4. 71 E

113. 4

2. 02 83. 17 Lcx

so y-axis buckling controls, and the stiffness reduction factor is not needed.

UseaW831

(b) PaDL25 75 100 kips

3. 47 55. 19

4. 71 E

113. 4

2. 02 83. 17 Lcx

4.8-1

3. 07 70. 36

4. 71 E

4. 71 29, 000

50 113

Since Lc

, AISC Equation E3-2 applies.

3. 00 72. 00

[4-26]

or posted to a publicly accessible website, in whole or in part.

Agr

̄o

26. 84. 642297. 0 ksi

Fey Fez 55. 21 297. 0 352. 2 ksi

53. 55 0. 933 7 2. 25 ∴use AISC Equation E3-2.

4.8-2

AISC E4(b) must be used, because this shape is nonslender and is neither a

0. 762 122. 8 200 (OK)

4. 71 E

4. 71 29000

50 113. 4 122. 8

Lcx

4. 29 21. 82

Fey 2E

Lc/r2229000

21. 822601. 2 ksi

Fez 2ECW

Since 79.29 ksi 22.0 ksi, use AISC Equation E3-2.

4.8-3

LcKL 0. 82116. 8 ft

For a live load-to-dead load ratio of 2.5,

D2. 5D175, D50 kips, L2. 550125 kips

4.8-4

(a) Pu1. 2D1. 6L1. 2301. 670148 kips

0. 901 103. 9 200 (OK)

4. 71 E

4. 71 29000

36 133. 7

Since Lc

, AISC Equation E3-2 applies.

5. 61 16. 68

Fey 2E

Lc/r2229000

16. 6821029 ksi

Fez 2ECW

0. 44Fy0. 443615. 8 ksi

Since 64.88 ksi 15.8 ksi, use AISC Equation E3-2.

Fcr 0. 658Fy/FeFy0. 65836/64.873628. 54 ksi

PnFcrAg28. 5410. 0285. 4 kips

cPn0. 90285. 4257 kips 148 kips (OK) UseaC1533.9

4.9-1

With the long leg vertical, the needed properties of a single angle are

Iy4. 02 in.4,x

̄0. 901 in., A4. 00 in.2

4.9-2

x-axis:

∑A

12. 13 4. 232 in. Ix298. 3 in.4

4.9-3

For one angle, A7. 13 in.2,IxIy24. 1 in.4,x

̄y

̄1. 72 in.

4.9-4

Web 6 8.5 51. 0 128 1. 332 138. 6

Bot. fl. 3.5 16.75 58. 63 7. 292 10−29. 582 321. 4

∑A

15. 5 7. 168 in. I747. 3 in.4

rxIx

4.9-5

Fy42 ksi

9. 115 12. 64

4. 71 E

4. 71 29000

4.9-6

Iy1

7. 524 41. 47

Lcy

KyL

13 12

4. 326 36. 06 41. 47 ∴x-axis buckling controls.

4. 71 E

4. 71 29000

46 118. 3

4.9-7

(a) A14. 4 29/161025. 65 in.2

3. 776 79. 45

4. 71 E

4. 71 29000

50 113. 4 79. 45

rKyL

2. 54 118. 1

[4-33]

or posted to a publicly accessible website, in whole or in part.

4. 71 E

4. 71 29000

50 113. 4 118. 1

4.9-8

web 5.067 3.953 20.03 16.73 -2.500 48.40

∑A

17. 21 1. 453 in. Ix62. 33 in.4

Moment of inertia about the yaxis:

web 5.067 0.2736 0 0.2736

Sum 17.21 222.2

Iy222. 2 in.462. 33 in.4∴xaxis controls.

1. 903 63. 06

4. 71 E

4. 71 29000

50 113. 4 63. 06

4.9-9

A46. 9827. 92 in.2

7. 608 47. 32

4. 71 E

4. 71 29000

50 113. 4 47. 32

0. 45 E

0. 45 29000

50 10. 84

1. 89 114. 3

4. 71 E

4. 71 29000

50 113. 4 114. 3

1. 66 130. 1

a18 12

72 in.

0. 859 83. 82 40

Lc

2Kia

̄o

11. 73. 052159. 5 ksi

Fey 2E

16. 32 3. 064 2. 25

Since 167.4 kips 224.9 kips, flexural-torsional buckling controls and Pn167. 4

kips

4.9-11

LcKxLKyL0. 651610. 4 ft

(a) Pu1. 2D1. 6L1. 2331. 6100200 kips

From the column load tables,

1. 64 76. 10

For a

ri≤3

4.9-12

Reaction ∑P

211 12

266 kips

Consider the joint at the right support:

[4-38]

or posted to a publicly accessible website, in whole or in part.

rKxL

1. 77 61. 86

9. 124 12

n11. 29≤3

461. 86n≥0. 829, 1 required for the xaxis.

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978-1337094740 Chapter 4 Part 2

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978-1337094740 Chapter 4 Part 2

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