978-1337094740 Chapter 9 Part 4

Type Homework Help

Pages 9

Words 1238

Textbook Steel Design 6th Edition

Authors William T. Segui

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∑QnN1Qn4014. 6584. 0 kips 662 kips (N.G.)

The beam flange will not accomodate 3 studs. Reduce the ∑Qnrequirement in order to

increase the number of studs required. Do this by using a larger shape.

0. 85fc´b344

0. 8541200. 843 1 in.

Y2t−a

1. Span length 40 ft 30 ft. This criterion is not met.

AsFy

22. 450100

30. 7 % 50%. This criterion is not met.

3. Qn

span/2

2017. 2

40/2

17. 2 kips/ft 16 kips/ft. This criterion is met.*

*Ductility is adequate.

0. 85fc´b280

0. 8541200. 686 3 in.

Y2t−a

26. 5 −0. 6863

26. 157 in. (use Y26. 0 inches, conservatively)

∴Mn

b

1060 ft-kips 583 ft-kips (OK)

From the Zxtable, Mp

b

499 ft-kips 188 ft-kips (OK)

Stud anchors:

Max. stud diameter (for a W24 76) 2. 5tf2. 50. 6801. 7 in.

But with deck, maximum diameter is 3/4 inch.

2. Qn

100 2017. 2

3. Qn

2017. 2

9.8-9

(a) Total load to be supported by the composite section (neglecting beam weight):

Deck and slab: 57 psf

wD579513 lb/ft, wL225 2092205 lb/ft

wu1. 2wD1. 6wL1. 25131. 622054144 lb/ft

0. 85fc´b173

0. 85455. 50. 916 8 in.

Y2t−a

25. 5 −0. 9168

25. 04 in., use 5.0 in.

∴bMn191 ft-kips 177 ft-kips, and ILB 393 in.4325 in.4(OK)

Adjust for beam weight: wu4. 144 1. 20. 0194. 167 kips/ft

From the Zxtable, bMp92. 6 ft-kips 39.6 ft-kips (OK)

Stud anchors:

Max. stud diameter (for a W12 19) 2. 5tf2. 50. 3500. 875 in.

But with deck, maximum diameter is 3/4 inch.

Minimum stud height above deck 1.5 inches.

rib sp. 218. 512

6218. 5 say 18

∑QnN1Qn1817. 2309. 6 kips 173 kips

(OK, but too conservative)

Try two 5

1. Span length 18.5 ft 30 ft. This criterion is met.*

AsFy

5. 5750100 66. 07

66. 1 % 50%. This criterion is met.*

span/2

18. 5/2

19. 9 kips/ft 16 kips/ft. This criterion is met.*

*Ductility is adequate.

UseaW1219, with 37 studs, 5

0. 85fc´b173

0. 85455. 50. 916 8 in.

Y2t−a

25. 5 −0. 9168

25. 04 in., use 5.0 in.

∴Mn

b

127 ft-kips 116 ft-kips, ILB 393 in.4325 in.4(OK)

From the Zxtable, Mp

b

61. 6 ft-kips 30.5 ft-kips (OK)

Stud anchors:

Max. stud diameter (for a W12 19) 2. 5tf2. 50. 3500. 875 in.

But with deck, maximum diameter is 3/4 inch.

N1Span

rib sp. 218. 512

6218. 5 say 18

∑QnN1Qn1817. 2309. 6 kips 173 kips (OK)

Try two 5

1. Span length 18.5 ft 30 ft. This criterion is met.*

AsFy

5. 5750100 66. 07

66. 1 % 50%. This criterion is met.*

span/2

18. 5/2

9.8-10

(a) Total load to be supported by the composite section (neglecting beam weight):

Slab: 5. 5

12 11552. 71 psf

wD57. 2112686. 5 lb/ft, wL100 15121380 lb/ft

wu1. 2wD1. 6wL1. 2686. 51. 613803032 lb/ft

0. 85fc´b367

0. 8541051. 028 in.

Y2t−a

25. 5 −1. 028

24. 986 in., use 5.0 in.

∴bMn534 ft-kips 464 ft-kips, and ILB 1390 in.41377 in.4(OK)

Adjust for beam weight: wu3. 032 1. 20. 0453. 086 kips/ft

From the Zxtable, bMp309 ft-kips 157 ft-kips (OK)

Stud anchors:

Max. stud diameter (for a W16 45) 2. 5tf2. 50. 5651. 41 in.

But with deck, maximum diameter is 3/4 inch.

Minimum stud height above deck 1.5 inches.

2. Qn

100 420

3. Qn

420

Slab: 5. 5

12 11552. 71 psf

wD57. 2112686. 5 lb/ft, wL100 15121380 lb/ft

wawDwL686. 5 1380 2067 lb/ft

0. 85fc´b367

0. 8541051. 028 in.

Y2t−a

25. 5 −1. 028

24. 986 in., use 5.0 in.

∴Mn

b

355 ft-kips 116 ft-kips, ILB 1390 in.41377 in.4(OK)

From the Zxtable, Mp

b

205 ft-kips 112 ft-kips (OK)

Stud anchors:

Max. stud diameter (for a W16 45) 2. 5tf2. 50. 5651. 41 in.

But with deck, maximum diameter is 3/4 inch.

N1Span

spacing 23512

6235

Total no. 70

∑QnN1Qn3512. 0420 kips 367 kips required (OK)

1. Span length 35 ft 30 ft. This criterion is not met.

AsFy

13. 350100

63. 2 % 50%. This criterion is met.*

3. Qn

420

9.10-1

Sum 52.18 176.6

Ac52. 18 in.2Ic176. 6 in.4

Note that an approximate solution can be obtained by using

Ichb3

12 −Is973

12 −80. 4 176. 9 in.4

For the remainder of the solution, we will use the approximate values

Ac52. 6 in.2and Ic176. 9 in.4

Is this shape compact?

347. 8 2. 009 2. 25 ∴use AISC Equation I2-2.

9.10-2

For a W12 96, As28. 2 in.2,Ix833 in.4,Iy270 in.4

Asr 41. 004. 0 in.2

Isr ∑Ad241. 00 20 −22. 5

2225. 0 in.4

0. 25 328. 2 4. 0

20200. 491 5 0. 7

EIeff EsIsEsIsr C1EcIc

For the y axis,

EIeff 2900027029000225. 00. 4915493913330

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978-1337094740 Chapter 9 Part 4

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978-1337094740 Chapter 9 Part 4

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