CARGA ULTIMA DE DISENO

C.V. = 200kg/m2 CARGA ULTIMA DE DISENO

P.P. Piso Cerámico 5kg/m2 Wu= 1.2(374)+1.6(200)= 769kg/m2

P.P. Empastado 100 wu= (769)(3.50)+1.2(.25x.60x2400) = 3124kg/m2

P.P. Losa concreto 15

P.P. Aligerarte Block 35

P.P. Acabado 6kg/m2

P.P. Muros Divisorios Block 213

TOTAL= 374kg/m2

DISENO POR FLEXION

Mmax b Secciones h q ƒ As #VRO

-2636 25 60 .0195 .00092 1.27 1#4

+4519 x X .0338 .00161 2.21 2#4

-9567 X x .0734 .0034 4.67 3#4

+8033 x X .0612 .0029 4.00 3#4

-4686 x x .0351 .00167 2.30 2#4

Vvd= 1.15(3124)(4.5)/2 – (3124)(.55) = 6365

Vvd= 6365/(.85)(25)(55) = 5.44 < 7.07 NO FALLA POR FLEXION

CARGA DE DISENO

Wu= (769)(3.50)+1.2(.25x.50x2400)

Wu= 3051kg/ml

DISENO POR FLEXION

Mmax b Secciones h q ƒ As #VRO

-4576 25 50 .0518 .0024 2.77 2#4

+7845 x X .0909 .0043 4.87 4#4

-9344 X x .1096 .0052 5.85 4#4

+4413 X X .0498 .0023 2.67 2#4

-2574 x x .0287 .0013 1.53 1#4

REVISION DEL CORTE POR FLEXION

Vvd= 1.15(3051)(6)/2 – (3051)(.45) = 9153

Vvd= 9153/(.85)(25)(45) = 9.57 < 7.07 FALLA POR CORTE

CALCULO DE AREA DE ACERO POR CORTE

Av=(9.57-7.07)(20)(25)/2(2500) = 0.25<0.32 ESTRIBOS ¼@20CMS

CARGA DE DISENO

Wu=(769)(3.50)+1.2(.25x.60x2400)

=3124

DISENO POR FLEXION

Mmax b Secciones h q ƒ As #VRO

-2083 25 60 .0129 .00061 0.925 1#3

+3570 x X .0223 .0010 1.59 2#3

-2812 X x .0175 .00083 1.25 1#3

+781 X X .0048 .00023 0.34 1#3

-2812 x X .0175 .00083 1.25 1#3

+3570 x x .0223 .0010 1.59 2#3

-2083 x x .0129 .00061 .92 1#3

REVISION DE CORTE POR REFLEXION

Vvd= 1.15(3124)(4)/2 – (3124)(.55) = 5467

Vvd= 5467/(.85)(25)(60) = 4.28 < 7.07 NO FALLA POR CORTE

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