978-1337094740 Chapter 5 Part 5

Type Homework Help

Pages 11

Words 2532

Textbook Steel Design 6th Edition

Authors William T. Segui

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5.14-4

(a) The factored load is

0. 65 0. 853A1

≥104, A127. 34 in.2

kips (N.G.)

0. 90BℓbFy

0. 90121236

0. 595 in.; use 5

8in.

UseaPL 5

≥Pa

2. 50 0. 853A1

The upper limit is

c

1. 7fc´A11

2. 31 1. 7332. 7

5.15-1

bMnx 1. 32280369. 6 ft-kips bMpx 420 ft-kips

1. 221. 625. 6 kips

Muy 25. 616

444. 8 ft-kips

Max

May

121. 8

5.15-2

(a) LRFD solution

Strong-axis bending:

Pu1. 6 4

524 30. 72 kips,

Muy 23. 0430

4172. 8 ft-kips

From the Zytable, bMny 348 ft-kips

Check interaction equation 5.23:

Mux

Muy

230. 4

b

For Cb1. 32 (from Figure 5.15),

Mnx

b

1. 32 395 521. 4 ft-kips Mpx

b

479 ft-kips

∴use Mnx

b

Mpx

b

479 ft-kips

5.15-3

From Figure 5.15, Cb1. 14

(a) LRFD solution:

wuy1. 6 1

542. 862 kips/ft

5.15-4

(a) LRFD solution:

Pux 1. 2PDx 1. 6PLx 1. 20. 3 154

2. 554. 22345. 10454. 22345. 101. 088

For Cb1. 088,

bMnx 1. 088 372 404. 7 ft-kips bMpx 383 ft-kips

∴use bMnx bMpx 383 ft-kips

Weak-axis bending strength: From Table 6-2, bMny 123 ft-kips

12.0 k 12.0 k

2.5' 2.5' 2.5'

2.5'

ABC

12.31 k 12.31 k

Dividing the unbraced length into 4 equal segments of 10/4 2. 5 ft

2. 536. 79330. 58436. 79330. 581. 088

For Cb1. 088,

Mnx

1. 088 248 269. 8 ft-kips Mpx

254 ft-kips

9.0 k 9.0 k

3' 3'4'

9.0 k 9.0 k

May 9. 0327. 0 ft-kips

5.15-5

From Figure 5.15, Cb1. 14

[5-87]

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

(a) LRFD solution: For Lb10 ft,

bMnx

bMny

205. 2 14. 4

30. 2

Beam is satisfactory for the loading of Fig. P5.15-5(a).

For the loading condition of Figure P5.15-5(b), use 1/2 of the weak-axis

bending strength:

Mux

Muy

19. 2

wax 1. 24/50. 96 kips/ft, Max 0. 96102

812. 0

ft-kips

way 1. 23/50. 72 kips/ft, May 0. 72102

89. 0 ft-kips

5.15-6

From Figure 5.15, Cb1. 14

(a) LRFD solution

bMnx 21. 0 ft-kips for Cb1. For Cb1. 14,

bMnx 1. 1421. 023. 94 ft-kips bMpx 31. 1 ft-kips

17 346. 484. 01 lb/ft

Mux 1

8wuxL21

80. 33611024. 201 ft-kips

Muy 1

8wuyL21

80. 084011021. 05 ft-kips

b

Roof load: Combination 3 controls.

waDS40 psf

Tributary width 17

466. 185 ft

5.15-7

Dead load: assume purlin weighs 20 lb/ft.

Other dead load:

Tributary width 10

20. 1250. 128518

5.15-8

Dead load: assume purlin weighs 10 lb/ft.

Other dead load:

Tributary width 10

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978-1337094740 Chapter 5 Part 5

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978-1337094740 Chapter 5 Part 5

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