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86354637-DISENO-DE-MURO-DE-CONTENCION-5-00.xls

86354637-DISENO-DE-MURO-DE-CONTENCION-5-00.xls - PROYECTO...

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PROYECTO : CONSTRUCCION DE MUROS DE CONTENCION T1. Hp = 4.00 m FSD = 1.50 FSV = 1.75 0.3 1.80 T/m3 (ø) = 34.40 Grados 2.00 Kg/cm2 Hp f`c = 175.00 kg/cm2 fy = 4200.00 kg/cm2 recub. pantalla= 4.00 cm 3 recub. cimentación= 7.50 cm δc = 2.40 T/m3 Para concreto vaciado in situ : Coeficiente Friccion : f = tg ø = 0.685 Hz debe ser < = 0.6, por lo tanto asumimos : f = 0.6 B2. B1 ^ Ka = tg^2 (45-ø/2)= 0.278 0.500 Ton/m3 Asumimos T1 = 0.3 m 1. DIMENSIONAMIENTO DE LA PANTALLA 9.073 Ton x m además : Mu = 0.9 x b x d`2 x f´c x w x (1-0.59w) siendo d = Mu (a) 0.9 * b * f´c* w *(1-0.59w) w = ro x fy/fc = 0.096 Remplazando valores en (a), se obtiene : d = 25.22 cm Refuerzo flexion Dvarilla = 5/8 " T2 = d + recub+(Dvarilla/2) = 30.02 cm USAR T2 = 0.5 m d (de diseño) = 45.21 cm 2. VERIFICACION POR CORTE 5.35 Ton Vu / ø = 6.30 Vc = 0.53 x ( fc ^.5 ) x b x d = 31.70 Ton Si As se traslapa en la base : Vce = 2/3 Vc = 21.13 Ton > Vu /(ø) = 6.30 OK 3. DIMENSIONAMIENTO DE LA ZAPATA 55.00 cm 4.55 m 3.1.- CALCULO DE B1 0.313 B1 > = 1.42 m B1 = 1.42 + (T2-T1)/2 = 1.52 m USAR B1 = 1.15 m 3.2.- CALCULO DE B2 0.107 B2 > = 0.49 Valor minimo de B2 = Hz = 0.55 m USAR B2 = 1.25 m ( g s) = ( s t) = Ka x g s = Mu = 1.7 M = 1.7 (Ka s s) Hp^3/6 = Vdu = 1.7 Vd = 1.7 x 0.5 x (Ka x s s) x (hp-d)^2 = Hz = T2 + 5 cm = Po lo tanto : H = Hp + Hz = - B 1 / H > = FSD . (Ka . g s) / (2 . g m . f) = - B 2 / H > = f x FSV)/(3 x FSD) - B1/(2H) = T2
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PROYECTO : CONSTRUCCION DE MUROS DE CONTENCION T1. VERIFICACION DE ESTABILIDAD DATOS m Hp = 4.00 Hz = 0.55 B1 = 1.15 B2 = 1.25 Hp T1 = 0.3 T2 = 0.5 B3 0.65 Ha = 1/2 Ka * Y *h^2 B 2.40 P5 20 tn H3 P PESOS (Ton) Brazo Giro(m) P*X B3 P1 3.17 1.2 3.802 Hz P2 2.88 1.6 4.608 P3 0.96 1.38
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