AW 12 x 35 steel cantilever beam is subjected to an axial load P = 9.5 kips and a transverse loadv = 10.5 kips. The beam has length L = 6 ft. (See the figure below.) din. D -plane and out-of-plane shear stresses unless otherwise specified. Se (Assume that the structure behaves linearly elastically and that the stresses caused by two or more loads may be superimposed to obtain the resultant stresses acting at a point. Consider both this table for beam properties. Enter your answers in ksi. For the normal stresses, use the deformation sign convention. For the shear stresses, enter the magnitudes.) (a) Calculate the principal normal stresses and the maximum shear stress for an element located at C near the fixed support. Neglect the weight of the beam. ksi ksi Tmax = ksi (b) Repeat part (a) for point D which is 4 in. above point C (see figure). ksi ksi max = ksi
AW 12 x 35 steel cantilever beam is subjected to an axial load P = 9.5 kips and a transverse loadv = 10.5 kips. The beam has length L = 6 ft. (See the figure below.) din. D -plane and out-of-plane shear stresses unless otherwise specified. Se (Assume that the structure behaves linearly elastically and that the stresses caused by two or more loads may be superimposed to obtain the resultant stresses acting at a point. Consider both this table for beam properties. Enter your answers in ksi. For the normal stresses, use the deformation sign convention. For the shear stresses, enter the magnitudes.) (a) Calculate the principal normal stresses and the maximum shear stress for an element located at C near the fixed support. Neglect the weight of the beam. ksi ksi Tmax = ksi (b) Repeat part (a) for point D which is 4 in. above point C (see figure). ksi ksi max = ksi
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Transcribed Image Text:A W 12 x 35 steel cantilever beam is subjected to an axial load P = 9.5 kips and a transverse load V = 10.5 kips. The beam has length L = 6 ft. (See the figure below.)
V
D
C
(Assume that the structure behaves linearly elastically and that the stresses caused by two or more loads may be superimposed to obtain the resultant stresses acting at a point. Consider both in-plane and out-of-plane shear stresses unless otherwise specified. See
this table for beam properties. Enter your answers in ksi. For the normal stresses, use the deformation sign convention. For the shear stresses, enter the magnitudes.)
(a) Calculate the principal normal stresses and the maximum shear stress for an element located at C near the fixed support. Neglect the weight of the beam.
ksi
02 =
ksi
Tmax
ksi
(b) Repeat part (a) for point D which is 4 in. above point C (see figure).
o, =
ksi
02
ksi
Tmax
ksi
Transcribed Image Text:Properties of Wide-Flange Sections (W Shapes)-USCS Units (Abridged List)
Weight
Flange
Axis 1-1
Axis 2–2
per
Web
Designation Fot Area Depth Thickness Width Thickness
in
Ib
in?
in.
in.
in.
in.
in
in.
in
in
in.
W 30 x 211
W 30 x 132
211
62.2
30.9
0.775
15.1
1.32
10300
665
12.9
757
100
3.49
132
38.9
30.3
0.615
10.5
1.00
5770
380
12.2
196
37.2
2.25
W 24 x 162
W 24 x 94
162
47.7
25.0
0.705
13.0
1.22
5170
414
10.4
443
68.4
3.05
94.0
27.7
24.3
0.515
9.07
0.875
2700
222
9.87
109
24.0
1.98
W 18 x 119
W 18 x 71
119
35.1
19.0
0.655
11.3
1.06
2190
231
7.90
253
44.9
2.69
71.0
20.8
18.5
0.495
7.64
0.810
1170
127
7.50
60.3
15.8
1.70
W 16 x 100
W 16 x 77
W 16 x 57
W 16 x 31
100
29.5
17.0
0.585
10.4
0.985
1490
175
7.10
186
35.7
2.51
77.0
22.6
16.5
0.455
10.3
0.760
1110
134
7.00
138
26.9
2.47
57.0
16.8
16.4
0.430
7.12
0.715
758
92.2
6.72
43.1
12.1
1.60
31.0
9.13
15.9
0.275
5.53
0,440
375
47.2
6.41
12.4
4.49
1.17
W 14 x 120
W 14 x 82
W 14 x 53
W 14 x 26
120
35.3
14.5
0.590
14.7
0.940
1380
190
6.24
495
67.5
3.74
82.0
24.0
14.3
0.510
10.1
0.855
881
123
6.05
148
29.3
2.48
53.0
15.6
13.9
0.370
8.06
0.660
541
77.8
5.89
57.7
14.3
1.92
26.0
7.69
13.9
0.255
5.03
0.420
245
35.3
5.65
8.91
3.55
1.08
W 12 × 87
W 12 x 50
87.0
25.6
12.5
0.515
12.1
0.810
740
118
5.38
241
39.7
3.07
50.0
14.6
12.2
0.370
8.08
0.640
391
64.2
5.18
56.3
13.9
1.96
W 12 x 35
35.0
10.3
12.5
0.300
6.56
0.520
285
45.6
5.25
24.5
7.47
1.54
W 12 x 14
14.0
4.16
11.9
0.200
3.97
0.225
88.6
14.9
4.62
2.36
1.19 0.753
W 10 x 60
W 10 x 45
W 10 x 30
W 10 x 12
60.0
17.6
10.2
0.420
10.1
0.680
341
66.7
4.39
116
23.0
2.57
45.0
13.3
10.1
0.350
8.02
0.620
248
49.1
4.32
53.4
13.3
2.01
30.0
8.84
10.5
0.300
5.81
0.510
170
32.4
4.38
16.7
5.75
1.37
12.0
3.54
9.87
0.190
3.96
0.210
53.8
10.9
3.90
2.18
1.10 0.785
W 8 X 35
W 8 x 28
W 8 X 21
W 8 x 15
35.0
10.3
8.12
0.310
8.02
0.495
127
31.2
3.51
42.6
10.6
2.03
28.0
8.24
8.06
0.285
6.54
0.465
98.0
24.3
3.45
21.7
6.63
1.62
21.0
6.16
8.28
0.250
5.27
0.400
75.3
18.2
3.49
9.77
3.71
1.26
15.0
4.44
8.11
0.245
4.01
0.315
48.0
11.8
3.29
3.41
1.70
0.876
Note: Axes 1-1 and 2-2 are principal centroidal axes.
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