978-1337094740 Chapter 6 Part 4

Type Homework Help

Pages 9

Words 1572

Textbook Steel Design 6th Edition

Authors William T. Segui

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br  2Pr

2. 00 2311. 9

6.9-1

The loads transmitted by the purlins are as follows:

Snow: 203251500 lb 1.500 kips

roofing: 4 psf

83. 4656

82. 599 ft-kips

[6-52]

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

The reaction at each end of the fixed-end top chord member is

Total interior panel point load 3. 465 21. 7336. 931 kips

2.599 ft-kips.

Pe1

512. 4

MuB1Mnt B2Mℓt1. 1392. 59902. 96 ft-kips

B−2. 3 d

J−2. 3 5. 24

612

8. 35

0. 310 −0. 868 7

From AISC Equation F9-10,

cPn

8

Mux

bMnx

Muy

bMny

0. 3757 8

2. 96

8. 4 0

0. 689 1. 0 (OK)

UseaWT515

1.791 ft-kips.

42. 98

8

Max

May

0. 3907 8

2. 069

6.9-2

For the deck and built-up roof, the tributary width of top chord is 46. 6/8 5. 825 ft.

0. 101019 300 2531385. 0 lb

Total dead load 1019 300 385 1704 lb

(a) LRFD Solution

Load combination 3 will control:

Pu1. 2D1. 6S1. 21. 7041. 62. 5316. 094 kips

8.570 ft-kips.

Since bending is about the xaxis and the member is braced against sidesway,

Mnt 8. 570 ft-kips and Mℓt0

Pe1

477. 4

MuB1Mnt B2Mℓt1. 5328. 570013. 13 ft-kips

There is no footnote in the column load tables, so the shape is not slender. Since

bending is about the weak axis, there is no lateral-torsional buckling.

8

Mux

Muy

0. 5704 8

13. 13

Pe1

527. 2

MuB1Mnt B2Mℓt1. 4588. 570012. 50 ft-kips

There is no footnote in the column load tables, so the shape is not slender. Since

cPn

8

Mux

bMnx

Muy

bMny

0. 5207 8

12. 50

23. 44 0

0. 995 1. 0 (OK)

UseaWT737

46. 6 P0, P115. 1 kips compression

Design for an axial compressive load of 115. 1 kips and a bending moment of

5.955 ft-kips.

115. 1

8

Max

May

0. 5445 8

5. 955

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978-1337094740 Chapter 6 Part 4

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978-1337094740 Chapter 6 Part 4

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