Civil Engineering Reference
In-Depth Information
25
0.04
20
m
1
(
t
)
θ
1
”(
t
)
15
0.03
10
5
0
0.02
-5
-10
0.01
-15
-20
-25
0
0
5
10
15
20
0
5
10
15
20
Time (s)
Time (s)
20
0
15
m
5
(
t
)
θ
5
”(
t
)
10
-0.01
5
0
-0.02
-5
-10
-0.03
-15
-20
-0.04
0
5
10
15
20
0
5
10
15
20
Time (s)
Time (s)
25
20
20
15
15
10
10
5
5
0
0
PHL #1
PHL #5
-5
-5
-10
-10
-15
-15
-20
-20
-25
0
0.01
0.02
0.03
0.04
-0.04
-0.03
-0.02
-0.01
0
Plastic rotation at PHL #1 (rad)
Plastic rotation at PHL #5 (rad)
Figure 3.11
Local responses of the one-story one-bay moment-resisting frame.
displacement, velocity, acceleration, inelastic displacement, and elastic displacement at DOF
#1, and the joint rotation at DOF #2. Due to symmetry,
x
2
(
t
)=
x
3
(
t
), and therefore only the rota-
tion at DOF #2 is plotted.
The local responses at selected plastic hinges are plotted in Figure 3.11. Only the responses
for PHLs #1 and #5 are plotted, since due to symmetry:
θ
0
1
ðÞ=
θ
0
3
ðÞ,
m
5
ðÞ=
m
6
ðÞ,
θ
0
5
ðÞ=
θ
0
6
ðÞ
ð3
:
148Þ
m
1
ðÞ=
m
3
ðÞ,
In addition, PHLs #2 and #4 remain elastic due to the strong-column weak-beam design, and
therefore the responses of these two plastic hinges are not plotted.
