Civil Engineering Reference
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2.30 kips
M = 1.38
M = 1.38
M = 1.38
M = 1.38
M = 1.38
V = 0.12
V = 0.12
V = 0.12
V = 0.12
V = 0.12
V = 0.23
M = 1.38
P = 0.12
V = 0.46
M = 2.76
P = 0.00
V = 0.23
M = 1.38
P = 0.12
V = 0.46
M = 2.76
P = 0.00
V = 0.46
M = 2.76
P = 0.00
V = 0.46
M = 2.76
P = 0.00
4.40 kips
M = 5.40
M = 5.40
M = 5.40
V = 0.45
M = 5.40
M = 5.40
V = 0.45
V = 0.45
V = 0.45
V = 0.45
V = 0.67
M = 4.02
P = 0.57
V = 1.34
M = 8.04
P = 0.00
V = 1.34
M = 8.04
P = 0.00
V = 1.34
M = 8.04
P = 0.00
V = 1.34
M = 8.04
P = 0.00
V = 0.67
M = 4.02
P = 0.57
4.20 kips
M = 25.1
M = 25.1
M = 25.1
V = 2.51
M = 25.1
M = 25.1
V = 2.51
V = 2.51
V = 2.51
V = 2.51
V = 1.09
M = 6.54
P = 1.45
V = 2.18
M = 13.08
P = 0.00
V = 2.18
M = 13.08
P = 0.00
V = 2.18
M = 13.08
P = 0.00
V = 2.18
M = 13.08
P = 0.00
V = 1.09
M = 6.54
P = 1.45
4.00 kips
M = 15.48
M = 15.48
M = 15.48
V = 1.29
M = 15.48
M = 15.48
V = 1.29
V = 1.29
V = 1.29
V = 1.29
V = 1.49
M = 8.94
P = 2.74
V = 2.98
M = 17.88
P = 0.00
V = 2.98
M = 17.88
P = 0.00
V = 2.98
M = 17.88
P = 0.00
V = 2.98
M = 17.88
P = 0.00
V = 1.49
M = 8.94
P = 2.74
4.10 kips
M = 23.19
M = 23.19
M = 23.19
V = 1.93
M = 23.19
M = 23.19
V = 1.93
V = 1.93
V = 1.93
V = 1.93
V = 1.90
M = 14.25
P = 4.67
V = 3.80
M = 28.50
P = 0.00
V = 3.80
M = 28.50
P = 0.00
V = 3.80
M = 28.50
P = 0.00
V = 3.80
M = 28.50
P = 0.00
V = 1.90
M = 14.25
P = 4.67
Shear forces and axial forces are
in kips, bending moments are in
ft-kips
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
Figure 2-16 Shears, Moments, and Axial Forces Resulting from Wind Loads for an Interior Frame of
Building #2 in the E-W Direction, using the Portal Method
References
2.1
American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures
,
ASCE/SEI 7-05, American Society of Civil Engineers, New York, N.Y., 2005.
2.2
Continuity in Concrete Building Frames
, Portland Cement Association, Skokie, EB033, 1959, 56 pp.
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