δalc = 2.14" < 2.7" = ∆ allow (54.5mm < 68.6mm)
O.K.
c
Longitudinal direction;
(QE)roof = SFlongxFroof = 9.47(2.5k) = 23.7k (105.4KN)
W14X34 (W355.6mmX0.50KN/m) Column in tension;
Note: Axial load in column is conservatively calcuated
Ignoring the gravity loads as follows;
1-ft = 0.30m
FI
23.7 k
GJ
15'
HK
(sinφ) = 5.93k
= 3.56k (15.8KN)
(QUD)col axial =
2(2)
25'
Q UD 3.56k
DCR =
=
= 0.006 < 1.0 = m
O.K.
625k
QCE
TS 4X4X1/4 (TS 101.6mmX101.6mmX6.35mm) Braces in tension or compression;
F I
FI
23.7 k
GJ
G J
1
25'
HK
= 5.93k
= 7.41k (33.0KN)
H K
(QUD)brace axial =
2(2) cosφ
20'
Q UD 7.41k
=
= 0.27 < 0.8 = m
O.K.
Compression;
28k
QCE
Q UD 7.41k
=
= 0.04 < 1.0 = m
O.K.
Tension;
206k
QCE
High roof structure;
Transverse direction;
Note: Risa-2D analysis was rerun using the scale factors applied to the seismic loading. In all cases the
governing load combination was 4a; 1.314D+QE+0.5L.
For the moment frame without a truss;
H4-42
Previous Page
