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PORTICO 2 LUCES 3 PISOS
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EJEMPLO calcular derivas de piso y desplazamientos en cada pórtico f´c=210kg/cm2 E=150000 f´c* tn/m2 columnas 30*40 v-101:30*50, v102: 40-60 Eje 1-1, 2-2, 3-3 Pórtico A-A, B-B, C-C A B C V-101 V-101 V-102 V-102 1 V-101 V-101 1 2.3 2.3 V-102 V-102 V-102 V-101 V-101 V-102 V-102 5 2.3 2.3 V-101 V-101 V-102 V-102 2 V-101 V-101 2 V-102 V-102 V-102 5 4 4 3 V-101 V-101 3 6 6 6 6 A 6 B 6 C DATOS 4 14 5 15 9 V-101: 0.3 0.5 A1 0.15 m2 V-102: 0.4 0.6 A2 0.24 m2 7 8 9 COL: 0.3 0.4 A3 0.12 m2 3 12 6 13 10 f´c 210 Kg/cm2 E 21737065.1192842 Tn/m2 4 5 6 Iv-101 0.003125 2 10 7 11 11 Iv-102 0.0072 Icol 0.0016 Nodo X Y 1 2 3 1 0 0 2 0 4 1 8 12 3 0 6.3 4 0 8.6 5 6 8.6 6 6 6.3 7 6 4 8 6 0 9 12 8.6 10 12 6.3 11 12 4 12 12 0 0 0 0 30 40 30 40 BARRA 1 C BARRA 1 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 1 0 0 7 6 4 Final= 2 0 4 8 6 0 L= 4.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= 1 11 12 4 EA/L= 652111.953578525 12EI/L3 6521.1195357853 12 12 0 6EI/L2= 13042.2390715705 2EI/L= 17389.6520954273 4EI/L= 34779.3041908547 Matriz de rigidez en coordenadas locales: 652111.953578525 0 0 -652111.953578525 0 0 k= 0 6521.1195357853 13042.2390715705 0 -6521.1195357853 13042.2390715705 0 13042.2390715705 34779.3041908547 0 -13042.2390715705 17389.6520954273 -652111.953578525 0 0 652111.953578525 0 0 0 -6521.1195357853 -13042.2390715705 0 6521.1195357853 -13042.2390715705 0 13042.2390715705 17389.6520954273 0 -13042.2390715705 34779.3041908547 Matriz de transformaciòn: 0 -1 0 0 0 0 1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 -1 0 0 0 0 1 0 0 0 0 0 0 0 1 X1 Y1 θ1 X2 Y2 θ2 X1 6521.12 0.00 -13042.24 -6521.12 0.00 -13042.24 Y1 0.00 652111.95 0.00 0.00 -652111.95 0.00 θ1 -13042.24 0.00 34779.30 13042.24 0.00 17389.65 K1= X2 -6521.12 0.00 13042.24 6521.12 0.00 13042.24 Y2 0.00 -652111.95 0.00 0.00 652111.95 0.00 θ2 -13042.24 0.00 17389.65 13042.24 0.00 34779.30 BARRA 2 C BARRA 2 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 7 6 4 7 6 4 Final= 8 6 0 8 6 0 L= 4.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 11 12 4 EA/L= 652111.953578525 12EI/L3 6521.1195357853 12 12 0 6EI/L2= 13042.2390715705 2EI/L= 17389.6520954273 4EI/L= 34779.3041908547 Matriz de rigidez en coordenadas locales: 652111.953578525 0 0 -652111.953578525 0 0 k= 0 6521.1195357853 13042.2390715705 0 -6521.1195357853 13042.2390715705 0 13042.2390715705 34779.3041908547 0 -13042.2390715705 17389.6520954273 -652111.953578525 0 0 652111.953578525 0 0 0 -6521.1195357853 -13042.2390715705 0 6521.1195357853 -13042.2390715705 0 13042.2390715705 17389.6520954273 0 -13042.2390715705 34779.3041908547 Matriz de transformaciòn: 0 1 0 0 0 0 -1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 -1 0 0 0 0 0 0 0 1 X7 Y7 θ7 X8 Y8 θ8 X7 6521.12 0.00 13042.24 -6521.12 0.00 13042.24 Y7 0.00 652111.95 0.00 0.00 -652111.95 0.00 θ7 13042.24 0.00 34779.30 -13042.24 0.00 17389.65 K2= X8 -6521.12 0.00 -13042.24 6521.12 0.00 -13042.24 Y8 0.00 -652111.95 0.00 0.00 652111.95 0.00 θ8 13042.24 0.00 17389.65 -13042.24 0.00 34779.30 BARRA 3 C BARRA 3 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 11 12 4 7 6 4 Final= 12 12 0 8 6 0 L= 4.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 11 12 4 EA/L= 652111.953578525 12EI/L3 6521.1195357853 12 12 0 6EI/L2= 13042.2390715705 2EI/L= 17389.6520954273 4EI/L= 34779.3041908547 Matriz de rigidez en coordenadas locales: 652111.953578525 0 0 -652111.953578525 0 0 k= 0 6521.1195357853 13042.2390715705 0 -6521.1195357853 13042.2390715705 0 13042.2390715705 34779.3041908547 0 -13042.2390715705 17389.6520954273 -652111.953578525 0 0 652111.953578525 0 0 0 -6521.1195357853 -13042.2390715705 0 6521.1195357853 -13042.2390715705 0 13042.2390715705 17389.6520954273 0 -13042.2390715705 34779.3041908547 Matriz de transformaciòn: 0 1 0 0 0 0 -1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 -1 0 0 0 0 0 0 0 1 X11 Y11 θ11 X12 Y12 θ12 X11 6521.12 0.00 13042.24 -6521.12 0.00 13042.24 Y11 0.00 652111.95 0.00 0.00 -652111.95 0.00 θ11 13042.24 0.00 34779.30 -13042.24 0.00 17389.65 K3= X12 -6521.12 0.00 -13042.24 6521.12 0.00 -13042.24 Y12 0.00 -652111.95 0.00 0.00 652111.95 0.00 θ12 13042.24 0.00 17389.65 -13042.24 0.00 34779.30 BARRA 4 C BARRA 4 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 2 0 4 7 6 4 Final= 3 0 6.3 8 6 0 L= 2.30 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= 1 11 12 4 EA/L= 1134107.74535396 12EI/L3 34301.9355872652 12 12 0 6EI/L2= 39447.225925355 2EI/L= 30242.8732094388 4EI/L= 60485.7464188777 Matriz de rigidez en coordenadas locales: 1134107.74535396 0 0 -1134107.74535396 0 0 k= 0 34301.9355872652 39447.225925355 0 -34301.9355872652 39447.225925355 0 39447.225925355 60485.7464188777 0 -39447.225925355 30242.8732094388 -1134107.74535396 0 0 1134107.74535396 0 0 0 -34301.9355872652 -39447.225925355 0 34301.9355872652 -39447.225925355 0 39447.225925355 30242.8732094388 0 -39447.225925355 60485.7464188777 Matriz de transformaciòn: 0 -1 0 0 0 0 1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 -1 0 0 0 0 1 0 0 0 0 0 0 0 1 X2 Y2 θ2 X3 Y3 θ3 X2 34301.94 0.00 -39447.23 -34301.94 0.00 -39447.23 Y2 0.00 1134107.75 0.00 0.00 -1134107.75 0.00 θ2 -39447.23 0.00 60485.75 39447.23 0.00 30242.87 K4= X3 -34301.94 0.00 39447.23 34301.94 0.00 39447.23 Y3 0.00 -1134107.75 0.00 0.00 1134107.75 0.00 θ3 -39447.23 0.00 30242.87 39447.23 0.00 60485.75 BARRA 5 C BARRA 5 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 6 6 6.3 7 6 4 Final= 7 6 4 8 6 0 L= 2.30 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 11 12 4 EA/L= 1134107.74535396 12EI/L3 34301.9355872652 12 12 0 6EI/L2= 39447.225925355 2EI/L= 30242.8732094388 4EI/L= 60485.7464188777 Matriz de rigidez en coordenadas locales: 1134107.74535396 0 0 -1134107.74535396 0 0 k= 0 34301.9355872652 39447.225925355 0 -34301.9355872652 39447.225925355 0 39447.225925355 60485.7464188777 0 -39447.225925355 30242.8732094388 -1134107.74535396 0 0 1134107.74535396 0 0 0 -34301.9355872652 -39447.225925355 0 34301.9355872652 -39447.225925355 0 39447.225925355 30242.8732094388 0 -39447.225925355 60485.7464188777 Matriz de transformaciòn: 0 1 0 0 0 0 -1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 -1 0 0 0 0 0 0 0 1 X6 Y6 θ6 X7 Y7 θ7 X6 34301.94 0.00 39447.23 -34301.94 0.00 39447.23 Y6 0.00 1134107.75 0.00 0.00 -1134107.75 0.00 θ6 39447.23 0.00 60485.75 -39447.23 0.00 30242.87 K5= X7 -34301.94 0.00 -39447.23 34301.94 0.00 -39447.23 Y7 0.00 -1134107.75 0.00 0.00 1134107.75 0.00 θ7 39447.23 0.00 30242.87 -39447.23 0.00 60485.75 BARRA 6 C BARRA 6 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m23 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 10 12 6.3 7 6 4 Final= 11 12 4 8 6 0 L= 2.30 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 11 12 4 EA/L= 1134107.74535396 12EI/L3 34301.9355872652 12 12 0 6EI/L2= 39447.225925355 2EI/L= 30242.8732094388 4EI/L= 60485.7464188777 Matriz de rigidez en coordenadas locales: 1134107.74535396 0 0 -1134107.74535396 0 0 k= 0 34301.9355872652 39447.225925355 0 -34301.9355872652 39447.225925355 0 39447.225925355 60485.7464188777 0 -39447.225925355 30242.8732094388 -1134107.74535396 0 0 1134107.74535396 0 0 0 -34301.9355872652 -39447.225925355 0 34301.9355872652 -39447.225925355 0 39447.225925355 30242.8732094388 0 -39447.225925355 60485.7464188777 Matriz de transformaciòn: 0 1 0 0 0 0 -1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 -1 0 0 0 0 0 0 0 1 X10 Y10 θ10 X11 Y11 θ11 X10 34301.94 0.00 39447.23 -34301.94 0.00 39447.23 Y10 0.00 1134107.75 0.00 0.00 -1134107.75 0.00 θ10 39447.23 0.00 60485.75 -39447.23 0.00 30242.87 K6= X11 -34301.94 0.00 -39447.23 34301.94 0.00 -39447.23 Y11 0.00 -1134107.75 0.00 0.00 1134107.75 0.00 θ11 39447.23 0.00 30242.87 -39447.23 0.00 60485.75 BARRA 7 C BARRA 7 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 3 0 6.3 7 6 4 Final= 4 0 8.6 8 6 0 L= 2.30 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= 1 11 12 4 EA/L= 1134107.74535396 12EI/L3 34301.9355872652 12 12 0 6EI/L2= 39447.225925355 2EI/L= 30242.8732094388 4EI/L= 60485.7464188777 Matriz de rigidez en coordenadas locales: 1134107.74535396 0 0 -1134107.74535396 0 0 k= 0 34301.9355872652 39447.225925355 0 -34301.9355872652 39447.225925355 0 39447.225925355 60485.7464188777 0 -39447.225925355 30242.8732094388 -1134107.74535396 0 0 1134107.74535396 0 0 0 -34301.9355872652 -39447.225925355 0 34301.9355872652 -39447.225925355 0 39447.225925355 30242.8732094388 0 -39447.225925355 60485.7464188777 Matriz de transformaciòn: 0 -1 0 0 0 0 1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 -1 0 0 0 0 1 0 0 0 0 0 0 0 1 X3 Y3 θ3 X4 Y4 θ4 X3 34301.94 0.00 -39447.23 -34301.94 0.00 -39447.23 Y3 0.00 1134107.75 0.00 0.00 -1134107.75 0.00 θ3 -39447.23 0.00 60485.75 39447.23 0.00 30242.87 K7= X4 -34301.94 0.00 39447.23 34301.94 0.00 39447.23 Y4 0.00 -1134107.75 0.00 0.00 1134107.75 0.00 θ4 -39447.23 0.00 30242.87 39447.23 0.00 60485.75 BARRA 8 C BARRA 8 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 5 6 8.6 7 6 4 Final= 6 6 6.3 8 6 0 L= 2.30 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 11 12 4 EA/L= 1134107.74535396 12EI/L3 34301.9355872652 12 12 0 6EI/L2= 39447.225925355 2EI/L= 30242.8732094388 4EI/L= 60485.7464188777 Matriz de rigidez en coordenadas locales: 1134107.74535396 0 0 -1134107.74535396 0 0 k= 0 34301.9355872652 39447.225925355 0 -34301.9355872652 39447.225925355 0 39447.225925355 60485.7464188777 0 -39447.225925355 30242.8732094388 -1134107.74535396 0 0 1134107.74535396 0 0 0 -34301.9355872652 -39447.225925355 0 34301.9355872652 -39447.225925355 0 39447.225925355 30242.8732094388 0 -39447.225925355 60485.7464188777 Matriz de transformaciòn: 0 1 0 0 0 0 -1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 -1 0 0 0 0 0 0 0 1 X5 Y5 θ5 X6 Y6 θ6 X5 34301.94 0.00 39447.23 -34301.94 0.00 39447.23 Y5 0.00 1134107.75 0.00 0.00 -1134107.75 0.00 θ5 39447.23 0.00 60485.75 -39447.23 0.00 30242.87 K8= X6 -34301.94 0.00 -39447.23 34301.94 0.00 -39447.23 Y6 0.00 -1134107.75 0.00 0.00 1134107.75 0.00 θ6 39447.23 0.00 30242.87 -39447.23 0.00 60485.75 BARRA 9 C BARRA 9 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 tn/m2 3 0 6.3 A= 0.12 4 0 8.6 I= 0.0016 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 9 12 8.6 7 6 4 Final= 10 12 6.3 8 6 0 L= 2.30 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 11 12 4 EA/L= 1134107.74535396 12EI/L3 34301.9355872652 12 12 0 6EI/L2= 39447.225925355 2EI/L= 30242.8732094388 4EI/L= 60485.7464188777 Matriz de rigidez en coordenadas locales: 1134107.74535396 0 0 -1134107.74535396 0 0 k= 0 34301.9355872652 39447.225925355 0 -34301.9355872652 39447.225925355 0 39447.225925355 60485.7464188777 0 -39447.225925355 30242.8732094388 -1134107.74535396 0 0 1134107.74535396 0 0 0 -34301.9355872652 -39447.225925355 0 34301.9355872652 -39447.225925355 0 39447.225925355 30242.8732094388 0 -39447.225925355 60485.7464188777 Matriz de transformaciòn: 0 1 0 0 0 0 -1 0 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 -1 0 0 0 0 0 0 0 1 X9 Y9 θ9 X10 Y10 θ10 X9 34301.94 0.00 39447.23 -34301.94 0.00 39447.23 Y9 0.00 1134107.75 0.00 0.00 -1134107.75 0.00 θ9 39447.23 0.00 60485.75 -39447.23 0.00 30242.87 K9= X10 -34301.94 0.00 -39447.23 34301.94 0.00 -39447.23 Y10 0.00 -1134107.75 0.00 0.00 1134107.75 0.00 θ10 39447.23 0.00 30242.87 -39447.23 0.00 60485.75 BARRA 10 V BARRA 10 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 3 0 6.3 A= 0.15 4 0 8.6 I= 0.003125 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 2 0 4 7 6 4 Final= 7 6 4 8 6 0 L= 6.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 11 12 4 EA/L= 543426.627982104 12EI/L3 3773.7960276535 12 12 0 6EI/L2= 11321.3880829605 2EI/L= 22642.776165921 4EI/L= 45285.552331842 Matriz de rigidez en coordenadas locales: 543426.627982104 0 0 -543426.627982104 0 0 k= 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -543426.627982104 0 0 543426.627982104 0 0 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 Matriz de transformaciòn: 1 0 0 0 0 0 0 1 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 X2 Y2 θ2 X7 Y7 θ7 X2 543426.63 0.00 0.00 -543426.63 0.00 0.00 Y2 0.00 3773.80 11321.39 0.00 -3773.80 11321.39 θ2 0.00 11321.39 45285.55 0.00 -11321.39 22642.78 K10= X7 -543426.63 0.00 0.00 543426.63 0.00 0.00 Y7 0.00 -3773.80 -11321.39 0.00 3773.80 -11321.39 θ7 0.00 11321.39 22642.78 0.00 -11321.39 45285.55 BARRA 11 V BARRA 11 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 3 0 6.3 A= 0.15 4 0 8.6 I= 0.003125 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 7 6 4 7 6 4 Final= 11 12 4 8 6 0 L= 6.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 11 12 4 EA/L= 543426.627982104 12EI/L3 3773.7960276535 12 12 0 6EI/L2= 11321.3880829605 2EI/L= 22642.776165921 4EI/L= 45285.552331842 Matriz de rigidez en coordenadas locales: 543426.627982104 0 0 -543426.627982104 0 0 k= 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -543426.627982104 0 0 543426.627982104 0 0 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 Matriz de transformaciòn: 1 0 0 0 0 0 0 1 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 X7 Y7 θ7 X11 Y11 θ11 X7 543426.63 0.00 0.00 -543426.63 0.00 0.00 Y7 0.00 3773.80 11321.39 0.00 -3773.80 11321.39 θ7 0.00 11321.39 45285.55 0.00 -11321.39 22642.78 K11= X11 -543426.63 0.00 0.00543426.63 0.00 0.00 Y11 0.00 -3773.80 -11321.39 0.00 3773.80 -11321.39 θ11 0.00 11321.39 22642.78 0.00 -11321.39 45285.55 BARRA 12 V BARRA 12 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 3 0 6.3 A= 0.15 4 0 8.6 I= 0.003125 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 3 0 6.3 7 6 4 Final= 6 6 6.3 8 6 0 L= 6.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 11 12 4 EA/L= 543426.627982104 12EI/L3 3773.7960276535 12 12 0 6EI/L2= 11321.3880829605 2EI/L= 22642.776165921 4EI/L= 45285.552331842 Matriz de rigidez en coordenadas locales: 543426.627982104 0 0 -543426.627982104 0 0 k= 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -543426.627982104 0 0 543426.627982104 0 0 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 Matriz de transformaciòn: 1 0 0 0 0 0 0 1 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 X3 Y3 θ3 X6 Y6 θ6 X3 543426.63 0.00 0.00 -543426.63 0.00 0.00 Y3 0.00 3773.80 11321.39 0.00 -3773.80 11321.39 θ3 0.00 11321.39 45285.55 0.00 -11321.39 22642.78 K12= X6 -543426.63 0.00 0.00 543426.63 0.00 0.00 Y6 0.00 -3773.80 -11321.39 0.00 3773.80 -11321.39 θ6 0.00 11321.39 22642.78 0.00 -11321.39 45285.55 BARRA 13 V BARRA 13 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 3 0 6.3 A= 0.15 4 0 8.6 I= 0.003125 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 6 6 6.3 7 6 4 Final= 10 12 6.3 8 6 0 L= 6.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 11 12 4 EA/L= 543426.627982104 12EI/L3 3773.7960276535 12 12 0 6EI/L2= 11321.3880829605 2EI/L= 22642.776165921 4EI/L= 45285.552331842 Matriz de rigidez en coordenadas locales: 543426.627982104 0 0 -543426.627982104 0 0 k= 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -543426.627982104 0 0 543426.627982104 0 0 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 Matriz de transformaciòn: 1 0 0 0 0 0 0 1 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 X6 Y6 θ6 X10 Y10 θ10 X6 543426.63 0.00 0.00 -543426.63 0.00 0.00 Y6 0.00 3773.80 11321.39 0.00 -3773.80 11321.39 θ6 0.00 11321.39 45285.55 0.00 -11321.39 22642.78 K13= X10 -543426.63 0.00 0.00 543426.63 0.00 0.00 Y10 0.00 -3773.80 -11321.39 0.00 3773.80 -11321.39 θ10 0.00 11321.39 22642.78 0.00 -11321.39 45285.55 BARRA 14 V BARRA 14 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 3 0 6.3 A= 0.15 4 0 8.6 I= 0.003125 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 4 0 8.6 7 6 4 Final= 5 6 8.6 8 6 0 L= 6.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 11 12 4 EA/L= 543426.627982104 12EI/L3 3773.7960276535 12 12 0 6EI/L2= 11321.3880829605 2EI/L= 22642.776165921 4EI/L= 45285.552331842 Matriz de rigidez en coordenadas locales: 543426.627982104 0 0 -543426.627982104 0 0 k= 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -543426.627982104 0 0 543426.627982104 0 0 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 Matriz de transformaciòn: 1 0 0 0 0 0 0 1 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 X4 Y4 θ4 X5 Y5 θ5 X4 543426.63 0.00 0.00 -543426.63 0.00 0.00 Y4 0.00 3773.80 11321.39 0.00 -3773.80 11321.39 θ4 0.00 11321.39 45285.55 0.00 -11321.39 22642.78 K14= X5 -543426.63 0.00 0.00 543426.63 0.00 0.00 Y5 0.00 -3773.80 -11321.39 0.00 3773.80 -11321.39 θ5 0.00 11321.39 22642.78 0.00 -11321.39 45285.55 BARRA 15 V BARRA 15 Nodo X Y DATOS: 1 0 0 2 0 4 E= 21737065.1192842 3 0 6.3 A= 0.15 4 0 8.6 I= 0.003125 5 6 8.6 Nodo # X Y 6 6 6.3 Inicio= 5 6 8.6 7 6 4 Final= 9 12 8.6 8 6 0 L= 6.00 9 12 8.6 10 12 6.3 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 11 12 4 EA/L= 543426.627982104 12EI/L3 3773.7960276535 12 12 0 6EI/L2= 11321.3880829605 2EI/L= 22642.776165921 4EI/L= 45285.552331842 Matriz de rigidez en coordenadas locales: 543426.627982104 0 0 -543426.627982104 0 0 k= 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -543426.627982104 0 0 543426.627982104 0 0 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 Matriz de transformaciòn: 1 0 0 0 0 0 0 1 0 0 0 0 H= 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 X5 Y5 θ5 X9 Y9 θ9 X5 543426.63 0.00 0.00 -543426.63 0.00 0.00 Y5 0.00 3773.80 11321.39 0.00 -3773.80 11321.39 θ5 0.00 11321.39 45285.55 0.00 -11321.39 22642.78 K15= X9 -543426.63 0.00 0.00 543426.63 0.00 0.00 Y9 0.00 -3773.80 -11321.39 0.00 3773.80 -11321.39 θ9 0.00 11321.39 22642.78 0.00 -11321.39 45285.55 ENSABLAJE MATRIZ DE RIGIDEZ X1 Y1 θ1 X2 Y2 θ2 X3 Y3 θ3 X4 Y4 θ4 X5 Y5 θ5 X6 Y6 θ6 X1 132.67 0.00 -265.35 -132.67 0.00 -265.35 0 0 0 0 0 0 0 0 0 0 0 0 Y1 0.00 33964.16 0.00 0.00 -33964.16 0.00 0 0 0 0 0 0 0 0 0 0 0 0 θ1 -265.35 0.00 707.59 265.35 0.00 353.79 0 0 0 0 0 0 0 0 0 0 0 0 X2 -132.67 0.00 265.35 54789.82 0.00 -206.38 -314.48 0.00 -471.72 0 0 0 -54342.66 0.00 0.00 0 0 0 Y2 0.00 -33964.16 0.00 0.00 79793.14 1358.57 0.00 -45285.55 0.00 0 0 0 0.00 -543.43 1358.57 0 0 0 θ2 -265.35 0.00 353.79 -206.38 1358.57 6179.59 471.72 0.00 471.72 0 0 0 0.00 -1358.57 2264.28 0 0 0 X3 0 0 0 -314.48 0.00 471.72 54657.15 0.00 471.72 0 0 0 0 0 0 -54342.66 0.00 0.00 K= Y3 0 0 0 0.00 -45285.55 0.00 0.00 45828.98 1358.57 0 0 0 0 0 0 0.00 -543.43 1358.57 θ3 0 0 0 -471.72 0.00 471.72 471.72 1358.57 5472.00 0 0 0 0 0 0 0.00 -1358.57 2264.28 X4 0 0 0 0 0 0 0 0 0 132.67 0.00 -265.35 -132.67 0.00 -265.35 0 0 0 Y4 0 0 0 0 0 0 0 0 0 0.00 33964.16 0.00 0.00 -33964.16 0.00 0 0 0 θ4 0 0 0 0 0 0 0 0 0 -265.35 0.00 707.59 265.35 0.00 353.79 0 0 0 X5 0 0 0 -54342.66 0.00 0.00 0 0 0 -132.67 0.00 265.35 54789.82 0.00 -206.38 -314.48 0.00 -471.72 Y5 0 0 0 0.00 -543.43 -1358.57 0 0 0 0.00 -33964.16 0.00 0.00 79793.14 -1358.57 0.00 -45285.55 0.00 θ5 0 0 0 0.00 1358.57 2264.28 0 0 0 -265.35 0.00 353.79 -206.38 -1358.57 6179.59 471.72 0.00 471.72 X6 0 0 0 0 0 0 -54342.66 0.00 0.00 0 0 0 -314.48 0.00 471.72 54657.15 0.00 471.72 Y6 0 0 0 0 0 0 0.00 -543.43 -1358.57 0 0 0 0.00 -45285.55 0.00 0.00 45828.98 -1358.57 θ6 0 0 0 0 0 0 0.00 1358.57 2264.28 0 0 0 -471.72 0.00 471.72 471.72 -1358.57 5472.00 FUERZAS F=K*U+M.E.P X1 Y1 θ1 X2 Y2 θ2 X3 Y3 θ3 X4 Y4 θ4 X5 Y5 θ5 X6 Y6 θ6 Fx1 132.67 0.00 -265.35 -132.67 0.00 -265.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 Fy1 0.00 33964.16 0.00 0.00 -33964.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 M1 -265.35 0.00 707.59 265.35 0.00 353.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.7 -132.67 0.00 265.35 54789.82 0.00 -206.38 -314.48 0.00 -471.72 0.00 0.00 0.00 -54342.66 0.00 0.00 0.00 0.00 0.00 0.0071227 0.0071227 0 0 0.00 -33964.16 0.00 0.00 79793.14 1358.57 0.00 -45285.55 0.00 0.00 0.00 0.00 0.00 -543.43 1358.57 0.00 0.00 0.00 -0.0001397 3 0 -265.35 0.00 353.79 -206.38 1358.57 6179.59 471.72 0.00 471.72 0.00 0.00 0.00 0.00 -1358.57 2264.28 0.00 0.00 0.00 -0.00091392.5 1 0.00 0.00 0.00 -314.48 0.00 471.72 54657.15 0.00 471.72 0.00 0.00 0.00 0.00 0.00 0.00 -54342.66 0.00 0.00 0.0094647 0 0 0.00 0.00 0.00 0.00 -45285.55 0.00 0.00 45828.98 1358.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -543.43 1358.57 -0.0001989 ⴕ 3 0 ⁼ 0.00 0.00 0.00 -471.72 0.00 471.72 471.72 1358.57 5472.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1358.57 2264.28 -0.0008350 2.5 Fx4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 132.67 0.00 -265.35 -132.67 0.00 -265.35 0.00 0.00 0.00 0 0 Fy4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33964.16 0.00 0.00 -33964.16 0.00 0.00 0.00 0.00 0 0 M4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -265.35 0.00 707.59 265.35 0.00 353.79 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 -54342.66 0.00 0.00 0.00 0.00 0.00 -132.67 0.00 265.35 54789.82 0.00 -206.38 -314.48 0.00 -471.72 0.0071244 0 0 0.00 0.00 0.00 0.00 -543.43 -1358.57 0.00 0.00 0.00 0.00 -33964.16 0.00 0.00 79793.14 -1358.57 0.00 -45285.55 0.00 -0.0002136 3 0 0.00 0.00 0.00 0.00 1358.57 2264.28 0.00 0.00 0.00 -265.35 0.00 353.79 -206.38 -1358.57 6179.59 471.72 0.00 471.72 0.0001971 -2.5 0 0.00 0.00 0.00 0.00 0.00 0.00 -54342.66 0.00 0.00 0.00 0.00 0.00 -314.48 0.00 471.72 54657.15 0.00 471.72 0.0094446 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -543.43 -1358.57 0.00 0.00 0.00 0.00 -45285.55 0.00 0.00 45828.98 -1358.57 -0.0002869 3 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1358.57 2264.28 0.00 0.00 0.00 -471.72 0.00 471.72 471.72 -1358.57 5472.00 0.0005635 -2.5 MATRIZ REDUCIDA 0.7 54789.82 0.00 -206.38 -314.48 0.00 -471.72 -54342.66 0.00 0.00 0.00 0.00 0.00 Ux2 0 0 0.00 79793.14 1358.57 0.00 -45285.55 0.00 0.00 -543.43 1358.57 0.00 0.00 0.00 Uy2 3 0 -206.38 1358.57 6179.59 471.72 0.00 471.72 0.00 -1358.57 2264.28 0.00 0.00 0.00 θ2 2.5 1 -314.48 0.00 471.72 54657.15 0.00 471.72 0.00 0.00 0.00 -54342.66 0.00 0.00 Ux3 0 0 ⁼ 0.00 -45285.55 0.00 0.00 45828.98 1358.57 0.00 0.00 0.00 0.00 -543.43 1358.57 Uy3 3 0 -471.72 0.00 471.72 471.72 1358.57 5472.00 0.00 0.00 0.00 0.00 -1358.57 2264.28 θ3 ⴕ 2.5 0 -54342.66 0.00 0.00 0.00 0.00 0.00 54789.82 0.00 -206.38 -314.48 0.00 -471.72 Ux5 0 0 0.00 -543.43 -1358.57 0.00 0.00 0.00 0.00 79793.14 -1358.57 0.00 -45285.55 0.00 Uy5 3 0 0.00 1358.57 2264.28 0.00 0.00 0.00 -206.38 -1358.57 6179.59 471.72 0.00 471.72 θ5 -2.5 0 0.00 0.00 0.00 -54342.66 0.00 0.00 -314.48 0.00 471.72 54657.15 0.00 471.72 Ux6 0 0 0.00 0.00 0.00 0.00 -543.43 -1358.57 0.00 -45285.55 0.00 0.00 45828.98 -1358.57 Uy6 3 0 0.00 0.00 0.00 0.00 1358.57 2264.28 -471.72 0.00 471.72 471.72 -1358.57 5472.00 θ6 -2.5 ROTACIONES REACCIONES Ux2 0.0071227 Uy2 -0.0001397 Fx1 -0.702484 θ2 -0.0009139 Fy1 4.745359 Ux3 0.0094647 M1 1.566636 Uy3 -0.0001989 0.7 0.700000 θ3 ⁼ -0.0008350 0 0.000000 Ux5 0.0071244 0 -0.000000 Uy5 -0.0002136 1 1.000000 θ5 0.0001971 0 -0.000000 Ux6 0.0094446 0 0.000000 Uy6 -0.0002869 Fx4 -0.997516 θ6 0.0005635 Fy4 7.254641 M4 1.960159 0 0.000000 0 0.000000 0 0.000000 0 -0.000000 0 -0.000000 0 0.000000 FUERZAS EN LAS BARRAS BARRA 1 ux'1 0 1 0 0 0 0 0 uy'1 -1 0 0 0 0 0 0 θ'1 ⁼ 0 0 1 0 0 0 0 ux'2 0 0 0 0 1 0 0.0071227 uy'2 0 0 0 -1 0 0 -0.0001397 θ'2 0 0 0 0 0 1 -0.0009139 ux'1 0 uy'1 0 θ'1 ⁼ 0 ux'2 -0.0001397166 uy'2 -0.0071226895 θ'2 -0.0009139068 fx'1 652111.953578525 0 0 -652111.953578525 0 0 0 0 fy'1 0 6521.1195357853 13042.2390715705 0 -6521.1195357853 13042.2390715705 0 0 m'1 ⁼ 0 13042.2390715705 34779.3041908547 0 -13042.2390715705 17389.6520954273 0 ⴕ 0 fx'2 -652111.953578525 0 0 652111.953578525 0 0 -0.0001397166 0 fy'2 0 -6521.1195357853 -13042.2390715705 0 6521.1195357853 -13042.2390715705 -0.0071226895 0 m'2 0 13042.2390715705 17389.6520954273 0 -13042.2390715705 34779.3041908547 -0.0009139068 0 fx'1 91.1108930404 fy'1 ⁼ 34.5285180153 m'1 77.0032969794 fx'2 -91.1108930404 fy'2 -34.5285180153 m'2 61.1107750817 BARRA 2 ux'4 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 uy'4 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 θ'4 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 ux'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.0071244 uy'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.0002136 θ'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.0001971 ux'4 ERROR:#REF! uy'4 ERROR:#REF! θ'4 ⁼ ERROR:#REF! ux'5 ERROR:#REF! uy'5 ERROR:#REF! θ'5 ERROR:#REF! fx'4 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'4 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 m'4 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ⴕ 0 fx'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 m'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fx'4 ERROR:#REF! fy'4 ⁼ ERROR:#REF! m'4 ERROR:#REF! fx'5 ERROR:#REF! fy'5 ERROR:#REF! m'5 ERROR:#REF! BARRA 3 ux'2 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00712 uy'2 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00014 θ'2 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00091 ux'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00946 uy'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00020 θ'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00084 ux'2 ERROR:#REF! uy'2 ERROR:#REF! θ'2 ⁼ ERROR:#REF! ux'3 ERROR:#REF! uy'3 ERROR:#REF! θ'3 ERROR:#REF! fx'2 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'2 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 m'2 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ⴕ 0 fx'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 m'2 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fx'2 ERROR:#REF! fy'2 ⁼ ERROR:#REF! m'2 ERROR:#REF! fx'3 ERROR:#REF! fy'3 ERROR:#REF! m'2 ERROR:#REF! BARRA 4 ux'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00712 uy'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00021 θ'5 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00020 ux'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00944 uy'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00029 θ'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00056 ux'5 ERROR:#REF! uy'5 ERROR:#REF! θ'5 ⁼ ERROR:#REF! ux'6 ERROR:#REF! uy'6 ERROR:#REF! θ'6 ERROR:#REF! fx'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'5 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 m'5 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ⴕ 0 fx'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 m'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fx'5 ERROR:#REF! fy'5 ⁼ ERROR:#REF! m'5ERROR:#REF! fx'6 ERROR:#REF! fy'6 ERROR:#REF! m'6 ERROR:#REF! BARRA 5 ux'2 1 0 0 0 0 0 0.00712 uy'2 0 1 0 0 0 0 -0.00014 θ'2 ⁼ 0 0 1 0 0 0 -0.00091 ux'5 0 0 0 1 0 0 0.00712 uy'5 0 0 0 0 1 0 -0.00021 θ'5 0 0 0 0 0 1 0.00020 ux'2 0.0071226895 uy'2 -0.0001397166 θ'2 ⁼ -0.0009139068 ux'5 0.0071243638 uy'5 -0.0002135969 θ'5 0.0001971329 fx'2 543426.627982104 0 0 -543426.627982104 0 0 0.0071226895 0 fy'2 0 3773.7960276535 11321.3880829605 0 -3773.7960276535 11321.3880829605 -0.0001397166 3 m'2 ⁼ 0 11321.3880829605 45285.552331842 0 -11321.3880829605 22642.776165921 -0.0009139068 ⴕ 2.5 fx'5 -543426.627982104 0 0 543426.627982104 0 0 0.0071243638 0 fy'5 0 -3773.7960276535 -11321.3880829605 0 3773.7960276535 -11321.3880829605 -0.0002135969 3 m'5 0 11321.3880829605 22642.776165921 0 -11321.3880829605 45285.552331842 0.0001971329 -2.5 fx'2 -0.9098674654 fy'2 ⁼ -4.8360666032 m'2 -33.5867119785 fx'5 0.9098674654 fy'5 10.8360666032 m'5 -13.429687641 BARRA 6 ux'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00946 uy'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00020 θ'3 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00084 ux'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00944 uy'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.00029 θ'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.00056 ux'3 ERROR:#REF! uy'3 ERROR:#REF! θ'3 ⁼ ERROR:#REF! ux'6 ERROR:#REF! uy'6 ERROR:#REF! θ'6 ERROR:#REF! fx'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'3 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 3 m'3 ⁼ ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ⴕ 2.5 fx'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0 fy'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 3 m'6 ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -2.5 fx'3 ERROR:#REF! fy'3 ⁼ ERROR:#REF! m'3 ERROR:#REF! fx'6 ERROR:#REF! fy'6 ERROR:#REF! m'6 ERROR:#REF!
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