1 2….3

0 1

A1 0 0 -0.33333333 0 01 0 -0.33333333 -0.333333 -0.33333333

1 0

A2 1 0 0 0 10 1 0 0 0

0 0

A3 0 0 -0.33333333 0 10 1 -0.33333333 -0.333333 -0.33333333

ELEMENTO B H INERCIA LONGITUD (m)COLUMNA 1 0.45 0.45 0.0034172 3

VIGA 2 0.3 0.6 0.0054000 6COLUMNA 3 0.45 0.45 0.0034172 3

f'c= 210E= 2173706.512

MAT5RIZ DE RIGIDEZ LOCAL DE CADA ELEMENTO

RIGIDEZ DEL ELEMENTO 1 9903.95029 4951.97514951.97515 9903.9503

RIGIDEZ DEL ELEMENTO 27825.34344 3912.67173912.67172 7825.3434

RIGIDEZ DEL ELEMENTO 39903.95029 4951.97514951.97515 9903.9503

MATRIZ DE RIGIDEZ GLOBAL

A1T

A2T

A3T

kg/cm2

k1=

k2=

k3=

k=∑{A}T{k}{A}

10 Tn

K1= 9903.950295 0 -4951.975150 0 0

-4951.975147 0 3301.31676

7825.343443 3912.671721 0k2= 3912.671721 7825.343443 0

0 0 0

0 0 0k3= 0 9903.950295 -4951.97515

0 -4951.97515 3301.31676

17729.29374 3912.671721 -4951.97515

k= 3912.671721 17729.29374 -4951.97515-4951.975147 -4951.97515 6602.63353

0Q = 0

10

{D}=0.000527649 son radianes 0.000527649 son radianes

0.00230602 son metros

d=A*D

d1= -0.000768673-0.000241025

d1= 0.0005276490.000527649

d1= -0.000768673-0.000241025

q=k*d

q1= -8.806451613 -5

D=K-1*Q

q1=-6.193548387 -5

q2= 6.193548387 2.064516136.193548387 2.06451613

q3= -8.806451613 -5-6.193548387 -5

MOMENTOS FLECTORES FUERZAS AXIALESq=k*d f=(M1+M2)/LONGITUD