CASO I: Despreciando la deformación axial de los elementos b = 0.25 h viga = 0.60 2r = 0.25 E = 2400000.00 Ir = 0.0045000 Ic = 0.00019175 L = 6.00 Ar = 0.1500000 Ac = 0.0490874 h columna = 3.00 1 2 3 4 600 1800 -600 1800 1 k = 1800 7200 -1800 3600 2 -600 -1800 600 -1800 3 1800 3600 -1800 7200 4 1 2 3 4 1 k = 2 3 4 CASO II: Considerando la deformación axial de los elementos 1 2 3 4 5
CASO II: Considerando la deformacin axial de los
elementos1234566000000-60000001060018000-60018002k
=0180072000-180036003-6000000600000040-600-18000600-180050180036000-180072006CASO
III:Matriz de rigidez de
columnas123456204.53077171810-306.7961575771-204.53077171810-306.79615757711039269.908169872400-39269.908169872402k
=-306.79615757710613.5923151543306.79615757710306.79615757713-204.53077171810306.7961575771204.53077171810306.796157577140-39269.90816987240039269.908169872405-306.79615757710306.7961575771306.79615757710613.59231515436
