Descarga la aplicación para disfrutar aún más
Vista previa del material en texto
BARRA 1 BARRA 1 E=200gPa Nodo X Y A=5cm2 1 0 0 DATOS: 2 4 3 3 4 0 E= 200000000 kN/m^2 4 0 0 A= 0.0005 m^2 5 0 0 ∆t= 0 6 0 0 αt 0.000012 (Coeficiente de dilataciòn lineal) 8 0 0 ef= 0 (Error de fabricaciòn) 9 0 0 θ= 0 (Inclinación de apoyo) 10 0 0 11 0 0 Nodo # X Y 12 0 0 Inicio= 1 0 0 13 0 0 Final= 2 4 3 14 0 0 15 0 0 L= 5.00 Matriz de rigidez. Cos(α)= 0.8 Sen(α)= 0.6 EA/L= 20000 α= 36.8698976458 γ= 36.8698976458 Cos(γ)= 0.8 Sen(γ)= 0.6 Matriz de rigidez en coordenadas locales: 20000 0 -20000 0 0 0 k= 0 0 0 0 ft= 0 fe= 0 -20000 0 20000 0 0 0 0 0 0 0 0 0 Matriz de transformaciòn: 0.8 -0.6 0 0 H= 0.6 0.8 0 0 0 0 0.8 -0.6 0 0 0.6 0.8 X1 Y1 X2 Y2 X1 12,800.00 9,600.00 - 12,800.00 - 9,600.00 X1 0 X1 0 K1= Y1 9,600.00 7,200.00 - 9,600.00 - 7,200.00 Ft= Y1 0 Fe= Y1 0 X2 - 12,800.00 - 9,600.00 12,800.00 9,600.00 X2 0 X2 0 Y2 - 9,600.00 - 7,200.00 9,600.00 7,200.00 Y2 0 Y2 0 BARRA 2 BARRA 2 E=200gPa Nodo X Y A=5cm2 1 0 0 DATOS: 2 4 3 3 4 0 E= 200000000 kN/m^2 4 0 0 A= 0.0005 m^2 5 0 0 ∆t= 0 6 0 0 αt 0.000012 (Coeficiente de dilataciòn lineal) 8 0 0 ef= 0 (Error de fabricaciòn) 9 0 0 θ= 45 (Inclinación de apoyo) 10 0 0 11 0 0 Nodo # X Y 12 0 0 Inicio= 1 0 0 13 0 0 Final= 3 4 0 14 0 0 15 0 0 L= 4.00 Matriz de rigidez. Cos(α)= 1 Sen(α)= 0 EA/L= 25000 α= 0 γ= -45 Cos(γ)= 0.7071067812 Sen(γ)= -0.7071067812 Matriz de rigidez en coordenadas locales: 25000 0 -25000 0 0 0 k= 0 0 0 0 ft= 0 fe= 0 -25000 0 25000 0 0 0 0 0 0 0 0 0 Matriz de transformaciòn: 1 0 0 0 H= 0 1 0 0 0 0 0.7071067812 0.7071067812 0 0 -0.7071067812 0.7071067812 X1 Y1 X3 Y3 X1 25,000.00 - 0 - 17,677.67 17,677.67 X1 0 X1 0 K2= Y1 - 0 - 0 - 0 - 0 Ft= Y1 0 Fe= Y1 0 X3 - 17,677.67 - 0 12,500.00 - 12,500.00 X3 0 X3 0 Y3 17,677.67 - 0 - 12,500.00 12,500.00 Y3 0 Y3 0 BARRA 3 BARRA 3 E=200gPa Nodo X Y A=5cm2 1 0 0 DATOS: 2 4 3 3 4 0 E= 200000000 kN/m^2 4 0 0 A= 0.0005 m^2 5 0 0 ∆t= 0 6 0 0 αt 0.000012 (Coeficiente de dilataciòn lineal) 8 0 0 ef= 0 (Error de fabricaciòn) 9 0 0 θ= 45 (Inclinación de apoyo) 10 0 0 11 0 0 Nodo # X Y 12 0 0 Inicio= 2 4 3 13 0 0 Final= 3 4 0 14 0 0 15 0 0 L= 3.00 Matriz de rigidez. Cos(α)= 0 Sen(α)= -1 EA/L= 33333.3333333333 α= 270 γ= 225 Cos(γ)= -0.7071067812 Sen(γ)= -0.7071067812 Matriz de rigidez en coordenadas locales: 33333.3333333333 0 -33333.3333333333 0 0 0 k= 0 0 0 0 ft= 0 fe= 0 -33333.3333333333 0 33333.3333333333 0 0 0 0 0 0 0 0 0 Matriz de transformaciòn: 0 1 0 0 H= -1 0 0 0 0 0 -0.7071067812 0.7071067812 0 0 -0.7071067812 -0.7071067812 X2 Y2 X3 Y3 X2 - 0 - 0 - 0 - 0 X2 0 X2 0 K3= Y2 - 0 33,333.33 - 23,570.23 - 23,570.23 Ft= Y2 0 Fe= Y2 0 X3 - 0 - 23,570.23 16,666.67 16,666.67 X3 0 X3 0 Y3 - 0 - 23,570.23 16,666.67 16,666.67 Y3 0 Y3 0 ENSAMBLADA X1 Y1 X2 Y2 X3 Y3 X1 37,800.00 9,600.00 - 12,800.00 - 9,600.00 - 17,677.67 17,677.67 Y1 9,600.00 7,200.00 - 9,600.00 - 7,200.00 0.00 0.00 X2 - 12,800.00 - 9,600.00 12,800.00 9,600.00 0.00 0.00 K= Y2 - 9,600.00 - 7,200.00 9,600.00 40,533.33 - 23,570.23 - 23,570.23 X3 - 17,677.67 0.00 0.00 - 23,570.23 29,166.67 4,166.67 Y3 17,677.67 0.00 0.00 - 23,570.23 4,166.67 29,166.67 Fx1 37800.00 9600.00 -12800.00 -9600.00 -17677.67 17677.67 0 0 Fy1 9600.00 7200.00 -9600.00 -7200.00 0.00 0.00 0 0 30 -12800.00 -9600.00 12800.00 9600.00 0.00 0.00 Ux2 0.004 0 = -9600.00 -7200.00 9600.00 40533.33 -23570.23 -23570.23 Uy2 -0.002 0 -17677.67 0.00 0.00 -23570.23 29166.67 4166.67 Ux'3 -0.001 Fy'3 17677.67 0.00 0.00 -23570.23 4166.67 29166.67 0 0 30.00 12800.00 9600.00 0.00 Ux2 0.00 9600.00 40533.33 -23570.23 Uy2 0.00 = 0.00 -23570.23 29166.67 Ux'3 Ux2 0.004 Uy2 -0.002 Ux'3 = -0.001 Fx1 -7.5 Fy1 -22.5 30 30.00 0 = 0.00 Lo= 10 0 0.00 Lf= 9.9936048051 x y Fy'3 31.82 2' 0.011 6.004 8 0 Fuerzas internas en las barras Barra: 1 EA/L= 20000 Cos(α)= 0.8 Sen(α)= 0.6 0 0 f1 = -0.8 -0.6 0.8 0.6 0.004 - 0 - 0 -0.002 f1 = 37.500 Barra: 2 EA/L= ERROR:#REF! Cos(α)= ERROR:#REF! Sen(α)= ERROR:#REF! 0.004 -0.002 f2 = ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! -0.001 - ERROR:#REF! - ERROR:#REF! 0.000 f2 = ERROR:#REF! Barra: 6 EA/L= ERROR:#REF! Cos(α)= ERROR:#REF! Sen(α)= ERROR:#REF! 0.004 -0.002 f6 = ERROR:#REF! ERROR:#REF! ERROR:#REF! ERROR:#REF! 0.000 - ERROR:#REF! - ERROR:#REF! 0.000 f6 = ERROR:#REF!
Compartir