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 (1) Member 1, axial load
P1 = Ru/2 = 54 kips
(2) Member 2, shear force
V2 = Ru/2(4) = 108/8 = 13.5 kips
(3) Member 3, shear force
V3 = Ru/2 = 54 kips
(b) Axial loads and shears due to vertical blast pressure:
w = 6.12 k/ft
1.
Member 1, shear force
V1 = w x L/2 = 6.12 x 16.5/2 = 50.4 kips
2.
Member 2, axial load
P2 = w x L = 6.12 x 16.5 = 101.0 kips
3.
Member 3, axial load
P3 = w x L/2 = 50.4 kips
Note:
Dead loads are small compared to blast loads and are
neglected in this step.
(5) The members are designed using the criteria of Paragraph 5,
with the following results:
Mp
P
V
Ix
Member
(k-ft)
(k)
(k)
Use
(in4)
1
104
54.0
50.4
W12 x 35
285
2
208
101.0
13.6
W14 x 61
641
3
364
50.4
54.0
W14 x 82
882
(6) Determine the frame stiffness and sway deflection:
Ica = (3 x 641) + (2 x 882) = 737 in4
5
Ig = 285 in4
[beta] = 0
2.08-189
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