978-1337094740 Chapter 8 Part 4

Type Homework Help

Pages 14

Words 1096

Textbook Steel Design 6th Edition

Authors William T. Segui

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8.4-19

For D 3(w 3/16 in.), Cmin  C

Dℓ 0. 751.

55.

239  2. 7

Try a C-shaped weld. Use Table 8-8, Angle 30°.

60tan

2/l

x0. 333, a0. 600 2 k−x0. 600 2 1. 0 −0. 333 1. 267

C2. 77 2. 73 (OK)

(This will be the shortest total length that will work for the minimum weld size.)

Volume of weld metal 1

a0. 888 9 −0. 577 40. 2501. 0 −0. 250 1. 495

C1. 38 2. 73 (N.G. for D3

For D5 (maximum weld size),

Cmin Pu

C1Dℓ55. 2

0. 751. 0591. 64 1.38 (N.G.

1. 0 1. 1

C2. 05 2. 73 (N.G.)

Try D4, Cmin Pu

C1Dℓ55. 2

0. 751. 0492. 04 2. 05 (OK)

2990. 562 5 in.3

8.4-20

(a) Pa D L 6 30 36 kips

For t 3/8 in., min. w 3/16 in. and max w 3/8 − 1/16 5/16 in.

aex

ℓ8. 0 −5. 197y9. 0k−9. 0x

90. 888 9 −0. 577 4yk−x

1. 0 1. 1

C2. 05 2. 73 (N.G.)

Try D4, Cmin Pa

C1Dℓ2. 0036

1. 0492. 0 2. 05 (OK)

2990. 562 5 in.3

10"

8.5-1

Direct shear: fv15

22100. 625 kips/in.

frfv

8.5-2

Direct shear: fv15

8620. 75 kips/in.

Tension: Locate neutral axis with respect to bottom.

2ft

20. 7520. 79721. 094 kips/in.

8.5-3

Maximum weld size is w5/8 −1/16 9/16 in

(a) LRFD solution

Weld strength: Rn1. 392D1. 392912. 53 kips/in.

Base metal shear strength of the W14 48:

frfv

2ft

2Ru

From 0. 3436Ru12. 53, Ru36. 5 kips

(b) ASD solution

Weld strength: Rn

0. 9279D0. 927998. 351 kips/in.

Base metal shear strength of the W14 48:

8.5-4

(a) LRFD solution

Pu1. 2D1. 6L1. 281. 61838. 4 kips

Pux 38. 4 cos 70 ° 13. 13 kips, Puy38. 4 sin 70 ° 36. 08 kips

1. 392 4. 93 sixteenths. Try w5

Check base metal shear (bracket plate controls)

fv36. 08

12 3. 01 kips/in.

Yielding: Rn0. 6Fyt0. 6363/88. 1 kips/in. 3.01 kips/in. (OK)

0. 9279 5. 009 sixteenths. Try w5

Check base metal shear (bracket plate controls)

fv24. 43

8.5-5

(a) LRFD solution

Weld strength: Rn1. 392D1. 39256. 96 kips/in.

Base metal shear strength (flange of WT controls):

frfv

From 0. 07694Pu6. 96, Pu90. 5 kips

(b) ASD solution

Weld strength: Rn

0. 9279D0. 927954. 640 kips/in.

frfv

From 0. 07694Pa4. 640, Pa60. 3 kips

8.6-1

Nominal bolt shear strength: Abd2/4 7/82/4 0. 601 3 in. 2

For A325-N bolts,

RnFnvAb540. 601332. 47 kips/bolt

8.6-2

(a) Web plate:

Check bolt shear. Abd2/4 7/82/4 0. 6013 in.2

Shear capacity of one bolt is RnFnvAb0. 75540. 601324. 35 kips/bolt

Check bearing on plate (plate is thinner than beam web, and Fuis smaller):

strengths.

min21. 65, 29. 05, 28. 5521. 65 kips/bolt

For the inner bolts, s3in.

ℓcs−h3−15

16 2. 062 in.

Check shear rupture strength. Use a hole diameter of 7

81

81in.

Anv 13. 5 −41. 05

16 2. 969 in. 2

Rn0. 60FuAnv0. 750. 60582. 96977. 5 kips

16 2. 25 −0. 5 7

81

80. 546 9 in.2

0. 6FyAgv UbsFuAnt 0. 6363. 5161. 0580. 5469107. 7 kips

The nominal block shear strength is therefore 107.7 kips. The design block shear

strength is

Rn0. 75107. 780. 8 kips

Check connection of shear plate to column flange.

Plate shear rupture strength 77.5 kips

Plate block shear strength 80.8 kips

Weld (base metal shear) strength 91.1 kips.

Plate shear rupture controls: Shear design strength 77.5 kips

(b) Top flange plate.

Bearing deformation: 2. 4dtFu0. 752. 47/85/85857. 09 kips

For edge bolt strength, use the minimum of shear, tearout, and bearing deformation

For the other bolts, s3in.

Shear areas: Agv 5

811. 25214. 06 in.2

[8-72]

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

Anv 5

811. 25 −3. 51. 0 29.688 in.2(3.5 hole diameters each side)

0. 6FyAgv UbsFuAnt 0. 63614. 061. 0580. 9375358. 1 kips

The nominal block shear strength is therefore 358.1 kips. The design block shear

(3.5 hole diameters each side)

Tension area: Ant 0. 5652. 25 −0. 51. 021. 978 in. 2

0. 6FyAgv UbsFuAnt 0. 65012. 711. 0651. 978509. 9 kips

The nominal block shear strength is therefore 470.1 kips. The design block shear

strength is

Rn0. 75470. 1353 kips

Check compression in the bottom plate. Assume that the plate acts as a fixed-end

Tension on gross section: 142 kips

Block shear on beam flange: 353 kips

Afg

3. 978 72. 73383 in.-kips 281.9 ft-kips

bMn0. 90281. 9254 ft-kips 182 ft-kips bMn182 ft-kips

8.6-3

(a) Web plate: The nominal shear strength of one bolt is

32. 47

2. 00 16. 24 kips

For the other bolts, s3in.

1. 2ℓctFu

1. 22. 0635/1658

2. 00 22. 44 kips

Bearing deformation: 2. 4dtFu

From AISC Equation J4-4,

Rn0. 6FuAnv 0. 6582. 969103. 3 kips

Shear strength of weld 0. 9279D0. 927943. 712 kips/in. For two welds, use

13. 5 4. 5, Va60. 8 kips

Check block shear. The shear areas are

16 2. 25 −0. 5 7

81

80. 546 9 in.2

0. 6FyAgv UbsFuAnt 0. 6363. 5161. 0580. 5469107. 7 kips

The nominal block shear strength is therefore 107.7 kips. The allowable strength is

107. 7

2. 00 53. 9 kips

Summary:

Bolt shear/bearing strength 65.0 kips

The plate bearing strength controls.

hd1

16 7

81

16 15

16 in. For the hole nearest the edge,

ℓcℓ

e−h

Bearing deformation; 2. 4dtFu

38. 06 kips

For the connection, shear controls for each bolt. Strength of the connection is

816. 24129. 9 kips

87

A75/83/12

75/80. 180 4 in., Lc

0. 1804 9. 911

From AISC J4.4, for compression elements with Lc/r25, the nominal strength is

PnFyAg

FyAg

1. 67 36 5

87

1. 67 94. 31 kips

811. 25 −3. 5 7

81

829. 688 in.2

The tension area is Ant 5

82. 5 −1. 0 7

81

80. 937 5 in.2

Rn0. 6FuAnv UbsFuAnt

0. 6FyAgv UbsFuAnt 0. 63614. 061. 0580. 9375358. 1 kips

The nominal block shear strength is therefore 358.1 kips. The allowable strength is

358. 1

2. 00 179. 1 kips

0. 6FyAgv UbsFuAnt 0. 65012. 711. 0651. 978509. 9 kips

The nominal block shear strength is therefore 470.1 kips. The allowable strength is

470. 1

2. 00 235. 1 kips

Summary:

Bolt shear: 129.9 kips

Afg

3. 978 72. 73383 in.-kips 281.9 ft-kips

8.6-4

LRFD solution

Reaction: Ru1. 2D1. 6L1. 281. 62143. 2 kips

11. 04 3. 91 try 4 bolts

Determine plate thickness required for bearing. Assume that

Rn2. 4dtFu0. 752. 45/8t5865. 25t

Load resisted by each bolt 43. 2

410. 8 kips. Let

[8-79]

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

ℓcℓ

e−h

21. 5 −11/16

21. 156 in.

Tearout: Rn1. 2ℓctFu0. 751. 21. 1563/165811. 31 kips

8-in. diameter A325 bolts .

1½"

2½"

1½"1½"

10½"

Let 43. 2 1. 000. 603610. 5tt0. 191 in. Try t1

4in.

Check shear rupture strength. Use hole diameter 5

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978-1337094740 Chapter 8 Part 4

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978-1337094740 Chapter 8 Part 4

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