DISEO DE REFUERZO

SOLUCIN: Seccin transversal de la viga:

Donde: d =60 -(4 + 0.95 +1.27) = 53.78

Segn el mtodo de coeficientes:

Wu =1.4 (3) + 1.7 (2) =7.6 T/m

Hallando los momentos y cortantes:

Wu ( L1 )2 = 7.6 (6)2 = 273.6 T/m Wu ( L2 )2 = 7.6 (6.5)2 = 321.1 T/m Wu ( L3 )2 = 7.6 (6.25)2 = 296.8 T/m Wu ()2 = 7.6 ()2 = 296.88 T/m Wu ()2 = 7.6 ()2 = 308.87 T/m

Grfico de momento:

Hallando las fuerzas cortantes:

A = ( ) = 22.8 Ton (+) B = () = 26.2 Ton (-) B = () = 24.7 Ton (+) C = () = 24.7 Ton (-) C = () = 27.31 Ton (+) D = () = 23.75 Ton (+)

Graficando el diagrama de fuerzas cortantes:

Hallando la cuanta balanceada:

L = (0.85)(0.85) = 0.021

SECCINAPOYO ASECCIN DEL TRAMO A'B MAYOR M+APOYO BSECCIN DEL TRAMO B'C MAYOR M+APOYO CSECCIN DEL TRAMO C'D MAYOR M+APOYO D

Mu (kg-m)11400195402969020100308902120012370

Wu 0.07260.12840.20260.1330.21570.14160.0191

u0.00360.00640.01030.00660.01080.0070.004

As(min)3.93.93.93.93.93.93.9

As(provisto)5.8610.416.6210.7317.411.376.38

Acero6#43#63#43#43#43#66#4

2#42#92#42#92#4

DE FUERZA CORTANTE Se sabe =0.85d=60-(4+0.95+1.27)=53.78Vc=0.53**30*53.78=12.39 ton VS= Vc VSA= (22.8/0.85)-12.39= 14.43 tonVSB=(26.22/0.85)-12.39=18.46 ton S= Av *(fy)*d/Vs SA=2*0.71*4.2*53.78/14.43=22cmSB= 2*0.71*4.2*53.78/18.46=19cm

VERIFICANDOAPOYO AAPOYOB

SE CUMPLEVSA