Deformasjonsmetoden
Deformasjonsmetoden
Deformasjonsmetoden
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Stivhetsmatrise for bjelke med 6<br />
frihetsgrader<br />
w<br />
1<br />
w<br />
2<br />
u<br />
1<br />
u<br />
2<br />
1<br />
a<br />
l<br />
EA, EI<br />
θ<br />
2<br />
⎡ EA<br />
EA<br />
⎤<br />
⎢<br />
0 0 − 0 0<br />
l<br />
l<br />
⎥<br />
⎢<br />
⎥<br />
⎢ 12EI 6EI 12EI 6EI<br />
0 0<br />
⎥<br />
⎡ N1 ⎤<br />
− − −<br />
⎢<br />
3 2 3 2<br />
l l l l ⎥ ⎡ u1<br />
⎤ ⎡ 0 ⎤<br />
⎢<br />
Q<br />
⎥ ⎢ ⎥ ⎢<br />
1 6EI 4EI 6EI 2EI w<br />
⎥ ⎢<br />
⎢ ⎥ 1 q<br />
⎥<br />
⎢ 0 −<br />
0<br />
⎥ ⎢ ⎥ ⎢ 1 ⎥<br />
⎢M 2 2<br />
1<br />
⎥ ⎢<br />
⎥ θ<br />
1<br />
1<br />
=<br />
l l<br />
l l ⎢ ⎥ ⎢m1<br />
⎥<br />
⎢ ⎥<br />
N<br />
⎢<br />
2 EA<br />
EA<br />
⎥ ⎢ ⎥ + ⎢ ⎥<br />
⎢ ⎥ u<br />
⎢ 2<br />
− 0 0 0 0 ⎥ ⎢ ⎥ ⎢ 0 ⎥<br />
⎢ Q ⎥<br />
2 ⎢ l<br />
l<br />
⎥ ⎢w<br />
⎥ ⎢<br />
2 q ⎥<br />
2<br />
⎢ ⎥ ⎢<br />
M 12EI 6EI 12EI 6EI ⎥ ⎢ ⎥ ⎢ ⎥<br />
⎢⎣ 2 ⎥⎦ ⎢ 0 −<br />
0<br />
⎣ θ 2<br />
3 2 3 2<br />
⎥ ⎢ ⎦⎥ ⎣⎢ m2<br />
⎦⎥<br />
⎢ l l l l ⎥<br />
⎢ 6EI 2EI 6EI 4EI ⎥<br />
0 −<br />
0<br />
⎢<br />
2 2<br />
⎣ l l<br />
l l ⎥⎦