DEFORMACIONES POR FLEXIÓN EN VIGAS ISOESTATICAS DE UN CLARO
Enviado por Antonio • 24 de Febrero de 2018 • 619 Palabras (3 Páginas) • 326 Visitas
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=3.54 [pic 58][pic 59]
Materia
- Madera:
10*3 ½ =
E=100 000 kg/cm^2
[pic 60]
[pic 61]
- Acero A-36 :[pic 62]
[pic 63]
[pic 64]
[pic 65]
- Viga de concreto
[pic 66]
[pic 67]
[pic 68]
[pic 69]
[pic 70]
[pic 71]
[pic 72]
[pic 73]
[pic 74]
[pic 75]
[pic 76]
[pic 77]
[pic 78]
[pic 79]
[pic 80]
[pic 81]
[pic 82]
[pic 83][pic 84]
(5000) (sen75°) = 4829.63 kg*ml[pic 85]
(5000) (cos75°) = 1294.09 kg*ml[pic 86]
(7500) (sen60°) = 6495.19 kg*ml[pic 87]
(7500) (cos60°) = 3750 kg*ml[pic 88]
0 = (4829.6) (1.3) + (6495.19) (2.5) – (Rby) (4)[pic 89]
Rby = = 5629.12 kg*ml[pic 91][pic 90]
Ray = 4829.63 + 6495.19 – 5629.12 = 0 = 5695.69 kg*ml
Mto = F*d = 7735 kg*ml = F * 4[pic 92]
F = = 1933.75[pic 93]
V Total A = 5695.69 + 1933.75 = 7629.44
V Total B = 5629.12 - 1933.75 = 3695.37
P1 = (7629) (1.3) = 9917.7 – 7735 = 2182.7
P2 = (2800) (1.2) = 3360 + 2182.7 = 5542.7
P3 = (3695) (1.5) = 5542.5 – 5542.7 = ±0
Mto = F * d = 7735 = 7629 * x = = 1.0[pic 94]
Wi1.- = = 3.16 x 106[pic 95][pic 96]
Wi2.- = = 46.35 x 106[pic 97][pic 98]
Wi3.- = = 41.57 x 106[pic 99][pic 100]
91.09 x 106[pic 101]
Wi1 * 19.3 = 61.08 x 106
Wi2 * 97.7 = 4.53 x 109
Wi3 * 199 = 8.27 x 109
1.29 x 1010[pic 102]
rib = = 32.15 x 106[pic 103]
ria = 91.09 x 106 – 32.15 x 106 = 58.93 x 106
X = = 141.21[pic 104]
Ymax = [pic 105]
K = E* I
KMAD = 1,214,008,000
KACR = 179,646,000,000
KCON = 45,100,000,000
= 2°46’ Madera, 0°1’7.66’’ Acero, 0° 4’ 29’’ Concreto[pic 106]
= 1° 31’ 3.34 ‘’ Madera, 0° 0’ 36.92’’ Acero, 0° 2’ 27’’ Concreto[pic 107]
Ymax = - 6.91 Madera, - 0.046 Acero, - 5.37 Concreto
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