7/23/2019 Ejemplo 8 (Cross) Viga
1/1
I.- Por el mtodo de distribucin de momentos, calcule las reacciones en los apoyos y construya los
DIAGRAMAS de Fuerza Cortante y de Momento Flexionante, de la viga mostrada.
FACTORES DE RIGIDEZ FACTORES DE DISTRIBUCION MOMENTOS DE EMPOTRE
KAB = 3/20 FDAB = 1 FDCB = 8/17 MEPAB = 59.55
MEPBA = -46.95
KBC = 2/9 FDBA = 27/67 FDCD = 9/17 MEPBC = 78.6914
MEPCB = -84.8642
KCD = 1/4 FDBC = 40/67 FDDC = 1 MEPCD = 18
MEPDC = -18NODO A D
BARRA AB BA BC CB CD DC
FD 1 27/67 40/67 8/17 9/17 1
MEP 59.55 -46.95 78.6914 -84.8642 18 -18
MD -59.55 -12.7913 -18.9501 31.4655 35.3987 18
MT ----- -29.7750 15.7328 -9.4750 9 ----
MD ----- 5.6588 8.3834 0.2235 0.2515 ----
MT ----- ----- 0.1118 4.1917 ----- ----
MD ----- -0.0450 -0.0667 -1.9726 -2.2191 ----
MT ----- ----- -0.9863 -0.0334 ----- ----
MD ----- 0.3975 0.5888 0.0157 0.0177 ----
MT ----- ----- 0.0079 0.2944 ----- ----
MD ----- -0.0032 -0.0047 -0.1385 -0.1559 ----
MT ----- ----- -0.0693 -0.0023 ----- ----
MD ----- 0.0279 0.0414 0.0011 0.0012 ----
MT ----- ----- 0.0006 0.0207 ----- ----
MD ----- -0.0002 -0.0003 -0.0097 -0.0109 ----
MT ----- ----- -0.0049 -0.0002 ----- ----
MD ----- 0.0020 0.0029 0.0001 0.0001 ----MOMENTOS
FINALES0 -83.4786 83.4786 -60.2832 60.2832 0
CALCULO DE REACCIONES:
R1= 49.3043 kN R3= 150.7177 kN
R2= 170.0725 kN R4= 15.9056 kN
B C
3 m1.5 m 2 m2.5 m3.5 m
30 kN50 kN
18 kN/m24 kN/m
32 kN/m
1.5 m 2 m 3 m2.5 m3.5 m
30 kN
50 kN
18 kN/m24 kN/m32 kN/m
R1 R2 R3 R4
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