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 m
= [(16.5 x 17) + 82]/(32.2 x 144)
= 0.078 lb-sec2/in2 or
= 78,179 lb-ms2/in2
KE = 160 EI/L4
= 160 x 30 x 106 x 882/(15.167 x 12)4
= 3.858.2 psi
TN
= 2[pi](0.72 x 78,179/3858.2)1/2
= 24.0
T/TN = 78/24.0 = 3.25
ru = 4Mp/(2C + 1) = 4(104) [(2 x 3.5) + 1]
H2
15.1672 x 12
= 1.206 K/in.
B = 5.8 x (17 x 12)/1000 = 1.183 k/in.
B/ru = 1.183/1.206 = 0.98
[mu] = Xm/XE = 3.60 > 3
N.G.
Check end rotation of columns.
XE = ru/KE = 1.206/3.858 = 0.313 in
Xm = 3.60 x 0.313 = 1.13 in
tan [theta] = Xm/(L/2) = 1.13/(7.58)(12) = 0.0124
[theta] = 0.71deg. < 1deg. O.K.
(8) (a) The deflections of the local mechanisms exceed the
criteria. The sidesway deflection is acceptable.
(b)
Roof girder:
[mu] = 3.50 from Step 7; increase trial size from
W12 x 35 to W12 x 40.
(c)
Front wall:
[mu] = 3.60 from Step 7; increase trial size
from W14 x 82 to W14 x 90.
2.08-192
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