Civil Engineering Reference
In-Depth Information
only the
i-
i-end of the member stiffness needs to be developed. The value of
P
i
x
in this case is known to be −50 kips.
EA
L
x
0
0
00
0
∆
∆
z
P
P
M
ix
ix
12
EI
L
6
EI
L
6
5
1
10
−
0
z
−
z
+ P
0
=
3
2
ix
i
iz
L
q
6
EI
L
4
EI
L
1
10
−
2
15
L
iy
iy
0
−
z
z
0
2
500
0
0
00 0
03 5
05 1333 3
∆
∆
50
1
0
ix
0 5
.
−
150
+−
−
.
=
iz
q
y
0
−
150 20 00
, 0
.
500
0
0
∆
∆
50
ix
0 2
.
−
145
=
1
0
iz
i
q
0
−
145 18 666 7
,
.
Solving the general solution as shown in the following equations, the
resulting deformations can be found. The solution is in inches and
radians.
[]
+
[
( )
[]
=
[]
[]
=
[]
+
[]
K G F
P
∆
ix
(
)
[]
−
1
∆
K GF
P
ix
∆
∆
0 1000
13 5757
0 10545
.
.
ix
=
iz
i
q
.
If the solution was performed with the geometric stiffness omitted, the
result would be as follows:
∆
∆
0 1000
2 6667
0 02000
.
.
.
ix
=
iz
i
q
