978-1337094740 Chapter 9 Part 1

Type Homework Help

Pages 14

Words 3452

Textbook Steel Design 6th Edition

Authors William T. Segui

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CHAPTER 9 -COMPOSITE CONSTRUCTION

9.1-1

(a) Ecwc

1.5 fc´1451.5 43492 ksi, nEs

29, 000

Slab 40.52 2 81.04 54.03 2.469 301.0

Sum 52.32 233.8 1762

(b) Top of steel:

9.1-2

1.5 fc´1451.5 43492 ksi, nEs

n75

89. 375 in.

∑A

63. 58 5. 928 in., Itr 3365 in.4

(b) Top of steel:

9.1-3

(a) Ecwc

1.5 fc´1451.5 43492 ksi, nEs

29, 000

W 16.2 16.3 264.1 1350 10.26 3055

∑A

60. 08 6. 039 in., Itr 3759 in.4

(b) Top of steel:

9.1-4

Determine location of plastic neutral axis:

0. 85fc´ab AsFy

0. 854a81590, Solution is: a2. 142 in.

yd

9.1-5

Determine location of plastic neutral axis:

0. 854a75835, Solution is: a3. 275in.

yd

9.1-6

Determine location of plastic neutral axis: Assume Fy50 ksi

0. 85fc´ab AsFy

0. 854a78810, Solution is: a3. 054 in.

yd

9.2-1

Loads applied before the concrete cures:

aC

0. 85fc

′b

324. 5

0. 854901. 060 in.

yd

2t−a

213. 7

24−1. 060

210. 32 in.

MnCy 324. 510. 323349 in.-kips 279.1 ft-kips

(a) LRFD solution

81. 361302153. 1 ft-kips 251 ft-kips (OK)

Flexural strength is adequate.

(b) ASD solution

Before the concrete cures,

From the Zxtable, Mn

Mp

82. 8 ft-kips

9.2-2

Loads applied before the concrete cures:

slab weight 5

12 15062. 5 psf, 62. 58500. 0 lb/ft

0. 85fc

′b

0. 854844. 989 in.

yd

2t−a

218. 6

25−4. 989

211. 81 in.

MnCy 142511. 811. 683 104in.-kips 1403 ft-kips

9.3-1

Loads applied before the concrete cures:

slab weight 4

12 15050 psf, 507350 lb/ft

0. 85fc

′b

0. 854750. 923 5 in.

yd

2t−a

212. 0

24−0. 9235

29. 538 in.

MnCy 235. 59. 5382246 in.-kips 187.2 ft-kips

(a) LRFD solution

81. 988252155 ft-kips 168 ft-kips (OK)

Shear: vVn79. 1 kips

VuwuL

21. 98825

224. 9 kips 79.1 kips (OK)

Beam is satisfactory

(b) ASD solution

Before the concrete cures:

81. 330252104 ft-kips 112 ft-kips (OK)

Shear: Vn

v

52. 8 kips

9.3-2

Loads applied before the concrete cures:

slab weight 4. 5

0. 85fc

′b

0. 8541052. 059 in.

MnCy 73511. 628541 in.-kips 711.8 ft-kips

(a) LRFD solution

83. 295352504. 5 ft-kips 640.6 ft-kips (OK)

Shear: vVn186 kips

VuwuL

21. 98835

234. 79 kips 186 kips (OK)

Beam is satisfactory

(b) ASD solution

[9-9]

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

b

1. 67 426. 2 ft-kips

wawDwL612. 5 1600 2163 lb/ft

Ma1

82. 163352331. 2 ft-kips 426.2 ft-kips (OK)

Shear: Vn

124 kips

9.4-1

Loads applied before the concrete cures:

slab weight 6

12 15075 psf, 759675 lb/ft

0. 85fc

′b

0. 8541082. 274 in.

yd

2t−a

221. 1

26−2. 274

215. 41 in.

MnCy 83515. 4112, 870 in.-kips 1073 ft-kips

(a) Before the concrete cures:

Shear: vVn256 kips

(b) Before the concrete cures:

82. 982402596 ft-kips 643 ft-kips (OK)

Shear: Vn

v

171 kips

VawaL

22. 98240

259. 6 kips 171 kips (OK)

40. 441 8 in.2,Ecwc

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

21. 54 38. 77, round up to 39.

9.4-2

0. 85fc

′b

0. 854811. 178 in.

yd

2t−a

213. 7

24−1. 178

210. 26 in.

MnCy 324. 510. 263329 in.-kips 277.4 ft-kips

(a) Before the concrete cures:

VuwuL

22. 29827

231. 0 kips 94.5 kips (OK)

Beam is satisfactory

(b) Before the concrete cures:

From the Zxtable, Mn

Mp

82. 8 ft-kips

81. 542272140. 5 ft-kips 166.1 ft-kips (OK)

Shear: Vn

v

63. 0 kips

40. 441 8 in.2,Ecwc

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

9.4-3

′Ac0. 8544811102 kips

Asa 3/42

40. 441 8 in.2,Ecwc

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

21. 54 27. 39, round up to 28.

total number 22856. 0 Use 56 Anchors

9.4-4

′Ac0. 8545751275 kips

Asa 7/82

40. 601 3 in.2,Ecwc

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

9.4-5

Effective flange width 25 12/4 75 in. or 71284 in., use b75 in.

′Ac0. 8544751020 kips

Asa 5/82

40. 306 8 in.2,Ecwc

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

14. 96 15. 74, round up to 16.

Total number required 21632

9.5-1

Loads before concrete cures:

Slab: 4. 5/1215056. 25 psf 56. 256. 5365. 6 lb/ft

Const. load 20 psf 206. 5130. 0 lb/ft

12. 0 30. 51 lb/ft.

where 0.031 kips/ft is the beam weight.

Mu1

80. 6468362104. 8 ft-kips

After the concrete cures: Strength of the composite section:

Effective flange width  36 12/4 108 in. or 6.512  78. 0 in.

use b 78 in.

0. 85fc

′b

0. 854781. 721 in.

yd

2t−a

215. 9

24. 5 −1. 721

211. 59 in.

MnCy 456. 511. 59

Slab: 4. 5

12 15056. 25 psf

wD56. 256. 5365. 6 lb/ft, wL1756. 51138 lb/ft

12. 0 28. 42 kips/ft

[9-16]

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

Since 456.5 kips 1193 kips, PNA is in the slab and C456.5 kips.

From CT,

0. 854a78456. 5, Solution is: a1. 721in.

yd

2t−a

215. 9

24. 5 −1. 721

211. 59 in.

b

1

b

Ty 1

1. 67 456. 511. 59

Asa 1/22

40. 196 3 in.2,Ecwc

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

9. 570 47. 7, round up to 48. total number 24896

Min. longitudinal spacing 4d40. 52. 0 in.

Min. transverse spacing 4d40. 52. 0 in.

9.5-2

Slab: 4

10. 5 27. 81 lb/ft.

Try a W14 30.

Since 442.5 kips 816.0 kips, PNA is in the slab and C442.5 kips.

From CT,

bMnbTy 0. 90442. 59. 816/12 326 ft-kips 292 ft-kips (OK)

Check beam weight:

80. 49640299. 2 ft-kips

bMnbMp177 ft-kips 99.2 ft-kips (OK) UseaW1430

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

later):

Slab: 4

10. 5 26. 0 kips/ft

Try a W14 30.

Since 442.5 kips 816.0 kips, PNA is in the slab and C442.5 kips.

From CT,

b

1

b

Ty 1

1. 67 442. 59. 816

Asa 1/22

1.5 fc´1451.5 43492 ksi

′Ec≤RgRpAsaFu

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978-1337094740 Chapter 9 Part 1

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978-1337094740 Chapter 9 Part 1

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