978-1337094740 Chapter 9 Part 3

Type Homework Help

Pages 10

Words 2918

Textbook Steel Design 6th Edition

Authors William T. Segui

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LRFD Solution:

Interpolate in Table 3-19. First, interpolate vertically (create an intermediate row), then

horizontally.

378.400 428.488 439.135 442.424

305.000 405.000 416.000

bMn439 ft-kips

380.000 285.000 295.000

305.000 269.000 277.000

Rn/b292 ft-kips

0.85 fc´bt 0. 854905−2918. 0 kips

0. 85fc´b172

0. 854900. 562 1 in.

Y2t−a

25−0. 5621

24. 719 in

4.500 4.719 5.000

172.000 356.636 359.304 362.727

148.000 343.000 348.000

bMn359 ft-kips

192.000 245.000 250.000

148.000 228.000 231.000

Rn/b239 ft-kips

9.8-3

(a) wD51 1010610 lb/ft (neglect beam wt. and check it later.)

wL80 20101000 lb/ft

wu1. 2wD1. 6wL1. 20. 6101. 61. 0002. 332 lb/ft

Mu1

0. 85fc´b274

0. 8541050. 767 5 in.

Y2t−a

25−0. 7675

24. 616 in.

By interpolation, bMn365 ft-kips 357 ft-kips (OK)

Adjust for beam weight: wu2. 332 1. 20. 0312. 369 kips/ft

From Table 3-19, bMp203 ft-kips 148 ft-kips (OK) UseaW1631

Stud anchors:

Maximum stud diameter 2. 5tf2. 50. 4401. 1 in.

But maximum diameter with formed steel deck 3

4in. (controls)

17. 2 15. 9, use 16 (32 per beam)

(Actual ∑Qn1617. 2275 kips)

The approximate spacing is L

3512

2. Qn

100 32/217. 2

3. Qn

32/217. 2

1. Compute total deflection using transformed moment of inertia:

Before concrete cures,

ΔD5wDL4

50. 541/1235 124

Steel 9.13 12.95 118.23 375.00 7.82 933.66

Sum 28.82 147.76 1207.51

ybar = 5.128 in. Itr = 1207.51 in.^4

Loads applied after concrete cures:

2. Compute total deflection using lower-bound moment of inertia:

Before concrete cures,

ΔD5wDL4

50. 541/1235 124

9.8-4(same as 9.8-3, but use ASD)

(a) wD51 1010610 lb/ft (neglect beam wt. and check it later.)

[9-45]

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

wL80 20101000 lb/ft

wawDwL0. 610 1. 000 1. 61 kips/ft

0. 85fc´b274

0. 8541050. 767 5 in.

Y2t−a

0. 85fc´b335

0. 8541050. 938 4 in.

Y2t−a

25−0. 9384

24. 531 in.

Mn/b256 ft-kips 247 ft-kips (OK)

[9-46]

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

Ma1

80. 741352114 ft-kips

From the Zxtable, Mnp/b135 ft-kips 114 ft-kips (OK) UseaW1631

Stud anchors:

Maximum stud diameter 2. 5tf 2. 50. 440  1. 1 in.

17. 2 19. 48, use 20 (40 per beam)

(Actual ∑Qn2017. 2344. 0 kips)

The approximate spacing is L

3512

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

[9-47]

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

AsFy

9. 1350100

60. 28 % 50%. This criterion is met.*

3. Qn

32/217. 2

1. Compute total deflection using transformed moment of inertia:

Before concrete cures,

ΔD5wDL4

50. 541/1235 124

Slab 19.69 1.50 29.53 14.77 3.63 273.84

Sum 28.82 147.76 1207.51

ybar = 5.128 in. Itr = 1207.51 in.^4

Loads applied after concrete cures:

2. Compute total deflection using lower-bound moment of inertia:

[9-48]

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

Before concrete cures,

0. 5 1020 −974976. 9 in.4

After the concrete cures, ΔLpartmisc 5wL4

9.8-5

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

Slab: 4

12 15050. 0 psf

0. 85fc´b274

0. 854960. 839 5 in.

Y2t−a

24−0. 8395

23. 58 in. Use 3.5 in. (conservatively)

[9-49]

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

bMn342 ft-kips 329 ft-kips (OK)

1. Span length 36 ft 30 ft. This criterion is not met.

AsFy

9. 1350100

60. 28 % 50%. This criterion is met.*

3. Qn

1617. 2

9.8-6

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

Slab: 4

12 15050. 0 psf

0. 85fc´b335

0. 854961. 026 in.

Y2t−a

24−1. 026

23. 49 in. Use 3.5 in.

239 ft-kips  231 ft-kips (OK)

Adjust for beam weight: wa 1424 31 1455 lb/ft

1. Span length 36 ft 30 ft. This criterion is not met.

AsFy

9. 1350100

3. Qn

2017. 2

9.8-7

(a) Total load to be supported by the composite section (omit beam weight; check it

later):

Slab: 5

0. 85fc´b394

0. 854841. 380 in.

Y2t−a

25−1. 380

24. 31 in.

bMn1102 ft-kips 1067 ft-kips (OK)

0. 85fc´b394

0. 854841. 380 in.

Y2t−a

25−1. 380

24. 31 in.

b

732 ft-kips 679 ft-kips (OK)

15. 0 26. 3, round up to 27. total number 22754

Min. longitudinal spacing 4d45/82. 5 in.

Min. transverse spacing 4d45/82. 5 in.

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

AsFy

22. 450100

3. Qn

2715. 0

9.8-8

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

Deck and slab: 53 psf

0. 85fc´b408

0. 8541201. 0 in.

Y2t−a

26. 5 −1. 0

26. 0 in.

bMn893 ft-kips 873 ft-kips (OK)

0. 85fc´b662

0. 8541201. 623 in.

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978-1337094740 Chapter 9 Part 3

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978-1337094740 Chapter 9 Part 3

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