Propiedades de Barras Barra 1 Barra 2 Barra 3 E 1750000 1750000 1750000 I 0.0045 0.0045 0.0045 L 5 6 5 w -3.5 -3.5 0 P1 0 0 -4 x 0 0 1.5 P2 0 0 -6 x 0 0 3.5 f1 8.75 7.2916666667 8.75 -7.291666667 1 k1= 756 1890 -756 1890 6300 -1890 -756 -1890 756 1890 3150 -1890 Matriz de rigideces de la estructura 6300 3150
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Propiedades de Barras
Barra 1 Barra 2 Barra 3
E 1750000 1750000 1750000
I 0.0045 0.0045 0.0045
L 5 6 5
w -3.5 -3.5 0
P1 0 0 -4
x 0 0 1.5
P2 0 0 -6
x 0 0 3.5
f1
8.75
7.29166666667
8.75
-7.2916666667
1
k1=
756 1890 -756
1890 6300 -1890
-756 -1890 756
1890 3150 -1890
Matriz de rigideces de la estructura
K
6300 3150
K3150 11550
0 2625
0 0
K-1
0.0001856576 -5.3854875E-05
-5.3854875E-05 0.00010770975
1.4172336E-05 -2.8344671E-05
-7.0861678E-06 1.4172336E-05
Vector de desplazamientos de la barra
u1
0
-0.0011407903
0
-3.3234127E-05
Vector de fuerzas generadas por los desplazamientos
ku1=
-2.21890625
-7.2916666667
2.21890625
-3.8028645833
Vector de fuerzas finales
fe1
6.53109375
0
10.96890625
-11.09453125
M1= 0
R1= 6.53109375
Momentos de Empotramiento Perfecto
Barra 1
W 7.29166667 -7.2916666667
P1
P2
MT 7.2916667 -7.291666667
W 8.75 8.75
P1
P2
FT 8.75 8.75
f2
10.5
f310.5
10.5
-10.5
2
1890
k2=
437.5
3150 1 1312.5
-1890 -437.5
6300 2 1312.5
0 0 -7.2916666667
2625 0 -3.2083333333
11550 3150 5.67
3150 6300 5.67
1.4172336E-05 -7.0861678E-06
U-2.8344671E-05 1.4172336E-05
0.00010770975 -5.3854875E-05
-5.3854875E-05 0.0001856576
u2
0
u3-3.3234127E-05
0
0.00029295635
ku2=
0.34088541667
ku3=0.59453125
-0.3408854167
1.45078125
fe2
10.8408854167
fe311.09453125
10.1591145833
-9.04921875
M2= 11.0945313
R2= 21.8097917
Momentos de Empotramiento Perfecto
Barra 2 Barra 3
10.5 -10.5 0 0
2.94 -1.26
1.89 -4.41
10.5 -10.5 4.83 -5.67
10.5 10.5 0 0
3.136 0.864
1.296 4.704
10.5 10.5 4.432 5.568
4.432
4.83
5.568
-5.67
2 3
1312.5 -437.5 1312.5
5250 -1312.5 2625 2
-1312.5 437.5 -1312.5
2625 -1312.5 5250 3
Mom
ento
s
Reacc
ione
s
-0.00114079
-3.3234E-05
0.00029296
0.00075352
0
0.00029296
0
0.00075352
1.97784375
4.21921875
-1.97784375
5.67
6.40984375
9.04921875
3.59015625
0
M3= 9.04921875 M4=
R3= 16.5689583 R4=
3
k2=
756 1890 -756
1890 6300 -1890
-756 -1890 756
1890 3150 -1890
Mom
ento
s
Reacc
ione
s
0
3.59015625
4
1890
3150 3
-1890
6300 4
Propiedades de Barras
Barra 1 Barra 2 Barra 3
E 2000000 2000000 2000000
I 0.00208333 0.00208333333 0.00208333333
L 5 6 2
w -1.5 -1.5 -1.5
P1 0 0 0
x 0 0 0
P2 0 0 0
x 0 0 0
f1
3.75
3.125
3.75
-3.125
k1=
400 1000 -400
1000 3333.33333333 -1000
-400 -1000 400
1000 1666.66666667 -1000
Matriz de rigideces de la estructura
K
6111.11111111 1388.88888889
K1388.88888889 11111.1111111
0 1388.88888889
0 0
K-1
0.00016851767 -2.1477742E-05
-2.1477742E-05 9.4502065E-05
3.304268E-06 -1.4538779E-05
-1.652134E-06 7.2693896E-06
Vector de desplazamientos de la barra
u1
0
-0.0004846948
0
-0.0001173428
Vector de fuerzas generadas por los desplazamientos