Answered: Determine the capacity of the details shown below. A992: Fy=50ksi, Fu=65ksi A36: Fy=36ksi, Fu=58ksi effective bolt hole diameter = bolt hole + 1/16" beam…

Structural Analysis

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Author: KASSIMALI, Aslam.

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Question

Determine the capacity of the details shown below.
A992: Fy=50ksi, Fu=65ksi
A36: Fy=36ksi, Fu=58ksi
effective bolt hole diameter = bolt hole + 1/16"
beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.
Fexx=70ksi

l) what is the bolt bearing capacity of beam flange of the flange connection in kips? (2 decimal places)

4"
1.5"
(4)-3/4 0 A325
SSLT Bolts
5/16
5/16
PL1/2" - A36
Shear Plate
W16X50
A992 - Beam
„0.5"
3"
3@3"-9"
1.5"
2"
3 Sides)
5/16
5/16
====:
5.5"
2"
(8)-3/4"O A325 STD Bolts
PL1/2" - A36 - Flange Plate
Table 7-6
Coefficients C for Eccentrically Loaded Bolt Groups
Angle = 0°
where
Available strength of a bolt group,
OR, or R2 is determined with
P- required foroe, Ryor Pa kips
In = nominal strength per bolt, kips
e = eccentricity of Pwith respect
to centroid of bolt group, in.
(not tabulated, may be
determined by geometry)
G= horizontal component of e, in.
S = bolt spacing, in.
C = coetficient tabulated below
R= Cxn
or
LRFD
ASD
Cow
orn
In
Number of Bolts in One Vertical Row, n
S in. e, in.
2
3
4
5
6
7
8
9
10
11
12
1.18
3.32
2.81
2.36
2.01
1.73
4.39
3.90
3.40
2.96
2.59
7.51
2.23
1.75
1.40
6.48
6.06
5.56
8.52
8.17
7.72
9.53
9.21
8.78
8.30
7.79
10.5
10.2
9.84
11.5
5.45
4.98
4.47
7.12
11.3
0.88
0.69
6.64
10.9
0.56
0.48
1.15
0.97
3.98
3.55
5.05
4.57
6.13
5.63
7.22
6.70
9.38
8.87
10.4
9.96
1.51
1.34
1.21
0.41
0.83
2.28
3.17
4.13
5.15
6.20
7.28
8.36
9.44
0.36
0.32
0.29
0.24
0.73
0.65
0.59
0.49
2.04
1.83
1.66
1.40
2.85
2.59
2.36
2.00
3.75
3.42
3.14
2.68
5.73
5.31
4.92
4.27
6.78
6.32
5.89
5.15
8.93
8.42
7.94
7.06
4.72
4.34
7.85
7.36
6.90
6.09
10
12
1.09
0.92
4.00
3.44
3
14
16
0.21
0.18
0.16
0.15
0.42
0.37
0.33
0.29
1.21
1.06
0.95
0.85
1.74
1.53
1.37
1.24
2.33
2.06
1.84
3.01
2.67
2.39
2.16
3.75
3.33
3.00
2.72
4.55
4.06
3.66
3.33
5.41
4.85
4.38
3.99
0.79
0.70
6.31
5.68
5.15
4.70
18
20
0.62
0.56
1.67
TABLE J3.2
Nominal Strength of Fasteners and
Threaded Parts, ksi (MPa)
Nominal Shear Strength in
Nominal Tensile Strength, Bearing-Type Connections,
Fny ksi (MPa)
Description of Fasteners
Fnt ksi (MPa)ie
A307 bolts
45 (310)
27 (188) 비
Group A (e.g., A325) bolts,
when threads are not excluded
from shear planes
90 (620)
54 (372)
Group A (e.g., A325) bolts,
when threads are excluded
90 (620)
68 (457)
from shear planes
Group B (e.g., A490) bolts,
when threads are not excluded
113 (780)
68 (457)
from shear planes
Group B (e.g., A490) bolts,
when threads are excluded
from shear planes
113 (780)
84 (579)
TABLE J3.3
Nominal Hole Dimensions, in.
Hole Dimensions
Bolt
Long-Slot
(Width x Length) (Width x Length)
Standard
Oversize
Short-Slot
Diameter, in.
(Dia.)
(Dia.)
1/2
16
5/8
16 x /16
/16 x 14
5/8
11/16
13/6
11/16 x /a
1/16 x 1%16
3/4
13/6
15/6
13/16 x 1
13/16 x 17/s
7/8
15/6
116
15/16 x 1/e
15/16 x 2/16
1
1/16
14
1/16 x 1/16
1/16 x 2%
21%
d+ 16
d+5/16
(d+ Ve) x (d+ %) (d+'he) x (2.5 x d)
3@3"=9"
2345 97

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The tension member is a PL 1⁄2 × 6. It is connected to a 3⁄8-inch-thick gusset plate with 7⁄8-inch-diameter bolts. Both components are of A242 steel. Note: A242 Fu = 70ksi dh = db + 1/16’’ Use: Consider deformation at the bolt hole what is the: minimum spacing as per AISC code provisions maximum spacing as per AISC code provisions minimum edge distance as per AISC code provisions maximum edge distance as per AISC code provisions

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