978-1337094740 Chapter 7 Part 1

subject Type Homework Help
subject Pages 14
subject Words 1388
subject Authors William T. Segui

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CHAPTER 7 -SIMPLE CONNECTIONS
7.3-1
(a) Minimum spacing 22
3d2. 6677/82. 33 in. 2.75 in. (OK)
Minimum edge distance from AISC Table J3.4 1.125 in. actual e(OK)
2. 4dtFu2. 47/83/85845. 68 kips 26.91 kips
use Rn26. 91 kips Rn26. 9 kips
2. 4dtFu45. 68 kips 47.32 kips use Rn45. 68 kips Rn45. 7 kips
7.3-2
(a) Minimum spacing 22
3d2. 6673/42. 0 in. 2.5 in. (OK)
Minimum edge distance from AISC Table J3.4 1.0 in. 1. 5 in. (OK)
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2. 4dtFu2. 43/43/87047. 25 kips 34.46 kips
use Rn34. 46 kips
2. 4dtFu47. 25 kips 68.92 kips use Rn47. 25 kips
7.4-1
(a) Minimum spacing 22
3d2. 6677/82. 33 in. 3 in. (OK)
Minimum edge distance from AISC Table J3.4 1.125 in. 2 in. (OK)
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2. 4dtFu2. 47/83/85845. 68 kips 66.06 kips
use Rn45. 68 kips
2. 4dtFu45. 68 kips 53.84 kips use Rn45. 68 kips
(The bearing strength of the channel does not need to be checked. Its thickness is
greater than that of the gusset plate, and its ultimate tensile stress is larger.)
For the connection, the strength for each bolt is the minimum of the shear and bearing
7.4-2
(a) Minimum spacing 22
3d2. 6677/82. 33 in. 2.75 in. (OK)
Minimum edge distance from AISC Table J3.4 1.125 in. actual e(OK)
(b) Bolt shear: Abd2/4 7/82/4 0. 601 3 in.2
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7.4-3
Abd2/4 3/42/4 0. 441 8 in.2
2. 4dtFu2. 43/43/85839. 15 kips 47.71 kips for shear
Bearing strength controls for each bolt.
29. 36 1. 93 Use 2 bolts
(b) ASD solution: Rn
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7.4-4
Abd2/4 7/82/4 0. 601 3 in.2
2. 4dtFu2. 47/83/85845. 68 kips 57.72 kips for shear
Bearing strength controls.
34. 26 2. 63, use 4 bolts for symmetry on each side.
Use 8 bolts
19. 58 3. 06, use 4 bolts for symmetry on each side.
Use 8 bolts
7.4-5
Bolt shear: Abd2/4 3/42/4 0. 441 8 in.2
Nominal shear capacity of one bolt is
RnFnvAb540. 441823. 86 kips
Check bearing on tension member (it has the smaller edge distance; everything else is
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Let 1. 2D1. 62D107. 2, Solution is: D24. 36
7.4-6
Bolt shear (assume that the threads are in shear): Abd2/4 7/82/4 0. 601 3
in.2
Nominal shear capacity of one bolt is
RnFnvAb2 (for double shear) 540. 6013264. 94 kips/bolt
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Bearing deformation: 2. 4dtFu2. 47/83/85845. 68 kips 39.96 kips
use Rn39. 96 kips
For the other bolts,
Tear-out: csh315
16 2. 063 in.
7.6-1
Bolt shear (assume that the threads are in shear): Abd2/4 7/82/4 0. 601 3
in.2
Nominal shear capacity of one bolt is
RnFnvAb2 (for double shear) 540. 6013264. 94 kips/bolt
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Rn1. 2ctFu1. 21. 5315/85866. 60 kips
Bearing deformation: 2. 4dtFu2. 47/85/85876. 13 kips 66.60 kips
use Rn66. 60 kips
For the other bolts,
Tear-out: csh315
PnFyAg5014. 26713. 0 kips
Net section:
AnAgtdh27. 13 25
8
7
81
811. 76 in.2
̄
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1. 4D1. 48. 5L389. 6 L32. 74 kips
PDL8. 532. 7432. 74 311. 0 kips P311 kips
(b) ASD solution. Compute the allowable strength:
7.6-2
Determine the nominal shear and bearing strengths per bolt. The shear strength is
RnFnvAb680. 6013281. 78 kips/bolt
Bearing: hd1
16 7
81
16 15
16 in.
16 2. 063 in.
Rn1. 2ctFu1. 22. 0630. 55871. 79 kips/bolt
Bearing deformation: 2. 4dtFu60. 9 kips/bolt 71.79 kips/bolt use Rn60. 9
kips/bolt
[7-9]
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or posted to a publicly accessible website, in whole or in part.
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Total Rn0. 75335. 88360. 9217. 8 kips 179.6 kips (OK)
Use 6 bolts each side, 12 total
(b) ASD Solution
PaPDPL35 86 121. 0 kips
Select a trial number of bolts based on shear, then check bearing. The shear strength is
Rn
40. 89 2. 96; Try 4 on each side for symmetry.
For the connection, the strength for each bolt is the minimum of the shear and bearing
7.6-3
LRFD Solution
Pu1. 2D1. 6L1. 2451. 690198. 0 kips
The bearing strength of the gusset plate is smaller than the bearing strength of the
[7-10]
© 2018 Cengage Learning®. All Rights Reserved. May not be scanned, copied or duplicated,
or posted to a publicly accessible website, in whole or in part.
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Number required 198/30. 67 6. 46 Use 8 bolts
ASD Solution
PaDL45 90 135 kips
The bearing strength of the gusset plate is smaller than the bearing strength of the
member. For one bolt,
Rn
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7.6-4
(a)
Bolt Single-shear Slip-critical design Single-shear Slip-critical allowable
1 31.809 17.289 21.206 11.526
1 1/8 40.258 18.984 26.839 12.656
7.6-5
Determine the nominal strengths for all limit states. For bolt shear,
Abd2/4 1. 1252/4 0. 994 in.2
2. 4dtFu2. 41. 1251/258
1. 2ctFu1. 21. 6871/25858. 71 kips/bolt
[7-12]
© 2018 Cengage Learning®. All Rights Reserved. May not be scanned, copied or duplicated,
or posted to a publicly accessible website, in whole or in part.
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2. 4dtFu78. 3 kips/bolt 58.71 kips/bolt use Rn58. 71 kips/bolt
Tension on the gross section: Ag0. 56. 53. 25 in.2
21. 313 1. 937 in.2
PnFuAe581. 937112. 3 kips
Check block shear (tension member controls).
Agv 21
0. 6FyAgv UbsFuAnt 0. 6365. 01. 0580. 8435156. 9 kips
The nominal block shear strength is therefore 154.4 kips.
(a) LRFD solution. Compute design strengths:
For bolt shear, Rn0. 7553. 6840. 26 kips/bolt
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1. 2D1. 6L1. 2D1. 63D84. 23, D14.04 kips
PDL14. 04 314. 0456. 16 kips P56. 2 kips
(b) ASD solution. Compute allowable strengths:
For bolt shear, Rn
7.6-6
Before proceeding to the LRFD and ASD solutions, compute the nominal bolt shear,
rmin
rz
0. 756 143 300 (OK)
For shear,
Abd2/4 1. 1252/4 0. 994 in.2
RnFnvAb540. 99453. 68 kips/bolt
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2. 4dtFu58. 73 kips/bolt use Rn58. 73 kips/bolt
Tension on the gross section: PnFyAg364. 50162. 0 kips
Tension on the net section: Use a hole diameter of 1 1
81
81
16 1. 313 in.
AnAgtdh4. 50 1
0. 6FyAgv UbsFuAnt 0. 6369. 751. 0580. 9219264. 1 kips
The nominal block shear strength is therefore 264.1 kips.
[7-15]
© 2018 Cengage Learning®. All Rights Reserved. May not be scanned, copied or duplicated,
or posted to a publicly accessible website, in whole or in part.
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(a) LRFD solution. Compute design strengths:
Bolt strength:
For load combination 2, Pu1. 2D1. 6L1. 2201. 660120. 0 kips
For load combination 4, Pu1. 2D1. 6W0. 5L1. 2201. 6200. 560
86. 0 kips
combination 2 controls; Pu120 kips130.2 kips (OK)
member and connection are satisfactory.
For block shear, Rn/264. 1/2. 00 132. 1 kips
Slip-critical strength controls. Rn/86. 82 kips
[7-16]
© 2018 Cengage Learning®. All Rights Reserved. May not be scanned, copied or duplicated,
or posted to a publicly accessible website, in whole or in part.
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For load combination 2, PaDL20 60 80 kips
For load combination 6, PaD0. 75W0. 75L20 0. 75200. 756080
7.7-1
32. 9 5. 350 try 6 bolts for symmetry.
Minimum spacing 22
3d2. 667 1 3
83. 667 in., try 4 in.
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32. 65 5. 39; Use 6 bolts
21. 9 5. 479 try 6 bolts.
Minimum spacing 22
3d2. 667 1 3
83. 667 in., try 4 in.
21. 75 5. 517; Use 6 bolts
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7.7-2
(a) LRFD Solution:
Load Combination 2: 1. 2D1. 6L1. 2501. 6100220. 0 kips
Load Combination 4: 1. 2D1. 0W0. 5L1. 2501. 0450. 5100155. 0
kips
0. 9Fy
0. 9366. 79 in.2
Required AePu
0. 75Fu
220
0. 75585. 06 in.2
Required rmin L
300 20 12
300 0. 80 in.
Try L8 65
8with the 8-inch leg connected to the gusset plate.
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25. 69 8. 56 bolts; for symmetry, use two rows of 5 10 bolts.
Check block shear on the gusset plate. For hole diameters, use 1 1
43
16 1. 438 in.
Agv 3
0. 6FyAgv UbsFuAnt 0. 6369. 3751. 0580. 5858236. 5 kips
The nominal block shear strength of the gusset plate is therefore 228.9 kips
The design block shear strength is

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