Civil Engineering Reference
In-Depth Information
<
=
<
=
−0
:
7320
−1
:
7160
−0
:
7748
−0
:
9724
−0
:
7748
−0
:
9724
−0
:
7320
−1
:
7160
0
:
7272
0
:
5688
0
:
1976
0
:
1976
0
:
5688
0
:
7272
m
1
m
2
m
3
m
4
m
5
m
6
m
7
m
8
m
9
m
10
m
11
m
12
m
13
m
14
<
=
<
=
0
:
03 m
0
:
0082 rad
0
:
0038 rad
0
:
0038 rad
0
:
0082 rad
x
1
x
2
x
3
x
4
x
5
=
,
=
MN-m,
F
f
=2
:
09 MN
ð6
:
49Þ
:
;
:
;
:
;
:
;
Comparing the moment demands in Eq. (6.49) with the corresponding capacities shows that
the moments at PHLs #2, #4, #6, and #8 exceed their corresponding yield moment. While for
PHLs #1, #3, #5, #7, #9, #10, #11, #12, #13, and #14, their moment demands are less than the
corresponding yield moment, so the assumption that these ten PHLs remain elastic is correct,
and this gives:
<
:
=
;
<
:
=
;
m
2
m
4
m
6
m
8
−1
:
25
−0
:
95
−0
:
95
−1
:
25
=
MN-m
ð6
:
50Þ
Substituting Eq. (6.50) back into Eq.(6.45) gives:
129
−−−−−−−−
90
39
39
90
90
39
39
90
0.03
F
f
−
−
−
−
90 312
36
0
0
120
0
0
0
x
x
x
x
0
0
0
0
2
39 36
211 17
0
0
52
0
0
3
39 0
17
211 36
0
0
52
0
4
90 0
0
36
312
0
0
0
120
=
ð6
:
51Þ
5
′′
−
90 120
0
0
0
240
0
0
0
−θ
−
−
1.25
0.95
0.95
1.25
2
′′
−
39 0
52
0
0
0
104
0
0
−θ
4
′′
−
−
39 0
0
52
0
0
0
104
0
−
θ
−
6
′′
90 0
0
0
120
0
0
0
240
−θ
−
8
Solving for Eq. (6.51) gives:
