978-1337094740 Chapter 7 Part 2

Type Homework Help

Pages 14

Words 1201

Textbook Steel Design 6th Edition

Authors William T. Segui

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Ant 3

83−11. 438 0. 585 8 in.2

0. 6FyAgv UbsFuAnt 0. 63610. 881. 0580. 5858269. 0 kips

Rn0. 75269. 0201. 8 kips 220 kips (N.G.)

Try ℓe3 in. and s41

2in.

0. 6FyAgv UbsFuAnt 0. 63612. 381. 0580. 5858301. 4 kips

Rn0. 75301. 4226. 1 kips 220 kips (OK)

Use an L8 65

145. 3 kips

Combination 2 controls; use Pa150 kips. Slip-critical strength will control over

shear. Use the following spreadsheet table to help select the number of bolts.

[7-21]

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0. 5Fu

0. 5585. 17 in.2

Required rmin L

300 20 12

300 0. 80 in.

Try L8 65

43. 334 in. Use 4 in.

Minimum edge distance from AISC Table J3.4 15

8in. Use 2 1

2in. Check

bearing:

Inner bolts: From Manual Table 7-4 and a spacing of 2 2

818. 5 −4. 51. 438 29. 022 in.2

Ant 3

83−11. 438 0. 585 8 in.2

From AISC Equation J4-5,

Rn0. 6FuAnv UbsFuAnt

0. 6FyAgv UbsFuAnt 0. 63613. 881. 0580. 5858333. 8 kips

333. 8

2. 00 167 kips Pa150 kips (OK)

7.7-3

(a) LRFD Solution: Pu1. 2D1. 6L1. 2451. 6105222. 0 kips

43. 39 5. 116 try 6 bolts in two rows.

Select a tension member. Required AgPu

0. 9Fy

222

0. 9366. 85 in.2

0. 75Fu

0. 75585. 10 in.2

Required rmin L

300 15 12

300 0. 6 in.

Try 2L7 47

16 LLBB

0. 6FyAgv UbsFuAnt 0. 6368. 251. 0580. 6326214. 9 kips

The nominal block shear strength of the gusset plate is therefore 203.8 kips

The design block shear strength is Rn0. 75203. 8

152. 9 kips Pu220 kips (N.G.)

0. 6FyAgv UbsFuAnt 0. 63612. 751. 0580. 6326312. 1 kips

The nominal block shear strength of the gusset plate is therefore 312.1 kips

The design block shear strength is Rn0. 75312. 1234 kips Pu220 kips

(OK)

0. 6Fy

0. 6366. 94 in.2

Required AePa

0. 5Fu

150

0. 5585. 17 in.2

Required rmin L

300 15 12

300 0. 6 in.

Try 2L7 47

16 LLBB

2 1/2"

2" 3 sp. @ 3" 2"

0. 6FyAgv UbsFuAnt 0. 6368. 251. 0580. 6326214. 9 kips

The nominal block shear strength of the gusset plate is therefore 214.9 kips

[7-27]

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The allowable block shear strength is

0. 6FyAgv UbsFuAnt 0. 63612. 751. 0580. 6326312 kips

The nominal block shear strength of the gusset plate is therefore 312 kips

The allowable block shear strength is

7.8-1

b5. 5 −tw

1. 25b1. 252. 4583. 073 in. 2.45 in. ∴use a2.45 in.

[7-28]

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b´b−d

22. 458 −3/4

22. 083 in.

a´ad

1−B

T−1a´

b´

0. 73751−0. 19281. 3560. 479 9 1. 0

Required tf4Tb´

bpFu14252. 083

0. 903. 3336510. 73750. 4799

BcT1

1b´

a´25 1 0. 1011

10. 10112. 083

2. 825

26. 7 kips Rn29. 82 kips (OK)

Connection is adequate. Required tf0. 888 in. 0.985 in.

[7-29]

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BcT1

7.8-2

For b, use the distance from the bolt centerline to the mid-thickness of the angle leg.

1. 25b1. 252. 1882. 735 in. 1.5 in. ∴use a1.5 in.

b´b−d

22. 188 −1/2

21. 938 in.

[7-30]

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a´ad

1−B

T−1a´

b´

0. 82141−0. 69870. 90302. 081 1. 0

∴use 1. 0

Required tf4Tb´

 0. 821400

BcT1

1b´

a´7. 8 1 0

101. 938

1. 75

7. 8 kips Rn13. 25 kips (OK)

Connection is adequate. Required tf0. 426 in. 5/8 in.

1−B/T−1a′/b′0. 682 70. 9030

0. 82141−0. 682 70. 9030 1. 96 1. 0

∴use 1. 0

From Equation 7.19,

Required tfb4Tb′

pFu11. 6745. 251. 938

3. 55810. 82141. 0



ptf

2Fu

0. 8214

3. 55/8258−1−0. 174 0

Since must be between 0 and 1 inclusive, use 0

7.9-1

Nominal shear strength (assume that the threads are in shear):

Abd2

2. 4dtFu2. 47/80. 6406587. 36 kips

2. 4dtFu87. 36 kips 103.0 kips ∴use Rn87. 36 kips

(a) LRFD solution

Pu1. 2D1. 6L1. 2841. 666206. 4 kips

TuTensile force 206. 4 cos 30 ° 178. 7 kips, or 178. 7

Fnt

0. 755421. 4569. 33 ksi 90 ksi

RnFnt

′Ab0. 7569. 330. 601331. 3 kips/bolt 22. 3 kips/bolt (OK)

The connection is adequate.

(b) ASD solution

Fnv

0. 6013 15. 59 ksi

Fnt

′1. 390−2. 0090

7.9-2

Nominal shear strength:

Abd2

43/42

40. 441 8 in.2

RnFnvAb540. 441823. 86 kips/bolt

Fnt

0. 755424. 9761. 51 ksi 90 ksi

RnFnt

′Ab0. 7561. 510. 441820. 4 kips/bolt 22.1 kips/bolt (N.G.)

44. 72

67. 453 kips/bolt

The allowable shear strength is Rn

Fnv

0. 4418 16. 87 ksi

Fnt

′1. 390−2. 0090

7.9-3

(a) LRFD solution

Pu1. 2D1. 6L1. 2201. 660120. 0 kips

0. 7554frv 117. 0 −2. 222 frv ≤90

[7-35]

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Fnt

′0. 75117 −2. 222frv≤0. 759087. 75 −1. 667frv ≤67. 5

′72

0. 6013 4. 397, Try 6 bolts for symmetry.

First, check the upper limit on Fnt

′:

frv 96

Ab

96

60. 601326. 61 ksi

′117 −2. 222frv 117 −2. 22226. 6157. 87 ksi 90 ksi (OK)

Assume that tension controls:

Fnt

′1. 3Fnt −Fnt

Fnv

frv ≤Fnt

1. 390−2. 0090

54 frv ≤90 117 −3. 333frv ≤90

Fnt

′

0. 6013 4. 397

Try six bolts for symmetry. First, check the upper limit on Fnt

′:

2. 4dtFu

7.9-4

(a) LRFD solution

Tension member-to-gusset plate connection:

Pu1. 2D1. 6L1. 20. 25 1201. 60. 75 120180 kips

Bolt shear strength:

Gusset plate-to-column angles connection:

Bearing on the angles will control, because 2 3

8in. 7

8in.

Rn2. 4dtFu0. 752. 47/823

85868. 5 kips/bolt

1. 1349nb

1. 1349nbnb

127. 3 nb33. 22 −76. 37

33. 22nb−76. 37 nb6. 13

Use 6 rows of 2 bolts for symmetry and to match the arrangement of gusset

plate-to-connection angle bolts. Check tension.

Shear/tension load per bolt 127. 3/12 10. 61 kips

81

16 0. 937 5 in.

[7-38]

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For the hole nearest the edge, ℓcℓ

e−h

21. 5 −0. 9375

21. 031 in.

2. 4dtFu0. 752. 47/87/85879. 9 kips/bolt

For the other bolts,

Rn1. 2ℓctFu0. 751. 21. 5637/85871. 4 kips 30 kips (OK)

For the gusset plate-to-column connection angles,

Rn23/8

Bolt shear strength:

Abd2/4 7/82/4 0. 601 3 in. 2

1

FnvAb1

2. 00 680. 60132 shear planes 40. 89 kips/bolt

Check bearing on the gusset plate assuming bearing deformation strength controls.

[7-39]

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connection, ∴use 6 bolts.

Connection angles-to-column flange connection: assume that the slip-critical strength

will control. Select the number of bolts based on slip-critical strength, then check

tension.

TaVa1

1. 1349nb

Use 6 rows of 2 bolts for symmetry and to match the arrangement of gusset

plate-to-connection angle bolts. Check tension.

Shear/tension load per bolt 84. 85/12 7. 07 kips

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978-1337094740 Chapter 7 Part 2

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978-1337094740 Chapter 7 Part 2

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