Muros de Contencion Pantalla Variable
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capacidad portante del suel 27 T/m2 f= 0.6 peso especifico concreto 2.4 T/m3 fy= 4200 kg/cm2 f´c= 210 kg/cm2 peso especifico 1 1.7 T/m3 angulo de friccion 1 30 grados 0 peso especifico 2 1.8 T/m3 h1 angulo de friccion 2 33 grados h1 sobrecarga 0 T/m2 h2 H1 4.5 m hz H2 3m dmin= Ka1= 0.33333265 Ka2= 0.2948003 tp= lamda balanceada 0.02125 Ht= lamda 0.006375 tn= w= 0.1275 hp= ka´= 0.31406648 dimensionam peso especifico media 1.96666667 B1 FSD= 1.5 B2 FSV 1.75 peso especifico suelo media 1.75 1 2 3 4 5 verificacion por corte FA d= 0.54 Mva x 3.85537052 Fr vud 18.3277676 ok Mvr fi*Vc 35.2531722 X0= e= q1= q2= qu1= qu2= diseño de l hp 7.5
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muro de contencion
Transcript of Muros de Contencion Pantalla Variable
capacidad portante del suelo= 27 T/m2f= 0.6peso especifico concreto 2.4 T/m3fy= 4200 kg/cm2f´c= 210 kg/cm2peso especifico 1 1.7 T/m3 hangulo de friccion 1 30 grados 0 0peso especifico 2 1.8 T/m3 h1 4.5angulo de friccion 2 33 grados h1 4.5sobrecarga 0 T/m2 h2 3H1 4.5 m hz 0.7H2 3 m
dmin= 54.4027476746Ka1= 0.33333265Ka2= 0.2948003 tp= 0.6lamda balanceada 0.02125 Ht= 8.2lamda 0.006375 tn= 0.82w= 0.1275 hp= 7.5ka´= 0.31406648 dimensionamiento de la cimentacionpeso especifico media 1.96666667 B1 >FSD= 1.5 B2 >FSV 1.75peso especifico suelo media 1.75
1 triangulo2 rectang. Vert.3 rectang. Horiz.4 suelo5 sobrecarga
total
verificacion por corte FA 18.26d= 0.54 Mva 50.42x 3.85537052 Fr 36.22vud 18.3277676 ok Mvr 143.51fi*Vc 35.2531722 X0= 1.54208289148
e= 0.65791710852q1= servicioq2= servicoqu1= ultimoqu2= ultimo
diseño de la pantallahp Mu
7.5 65.96
7.4 63.417.3 60.937.2 58.517.1 56.16
7 53.876.9 51.646.8 49.486.7 47.376.6 45.336.5 43.346.4 41.426.3 39.556.2 37.736.1 35.97
6 34.275.9 32.625.8 31.025.7 29.485.6 27.985.5 26.545.4 25.145.3 23.795.2 22.495.1 21.24
5 20.034.9 18.864.8 17.744.7 16.664.6 15.634.5 14.634.4 13.684.3 12.764.2 11.884.1 11.04
4 10.243.9 9.473.8 8.733.7 8.033.6 7.363.5 6.733.4 6.123.3 5.553.2 5.003.1 4.48
3 3.99
2.9 3.532.8 3.092.7 2.682.6 2.292.5 1.922.4 1.582.3 1.252.2 0.952.1 0.67
2 0.401.9 0.151.8 -0.081.7 -0.30
cargas T/m cargas T/m M servicio M ultimoP 0Q 2.25522230281R 2.54999479103T 4.14191641654 38.7972388 65.955305947128U 4.51336479583
tp min= 60.4027476746
mmmm
dimensionamiento de la cimentacion2.86452580992796 B1 3.9 m
-0.036666666666667 B2 0.5 m
peso (T) Xi (m) peso*Xi1.98 0.6467 1.28010.8 1.020 11.016
7.392 2.200 16.262440.194 2.860 114.955
0 2.860 060.366 143.514
Fr/Fa= 1.98 > 1.5Mvr/Mva= 2.85 > 1.75
< B/6= 0.7326.03 < 27
1.41 < 2744.25
2.40
diseño de zapata exteriorh1 dist momento peso del concreto 2.86 T/m
4.5 14.63 qu1= 44.25
4.4 13.68 X 39.4922823 T/m4.3 12.77 Mu 4.97583565 T.m4.2 11.90 Asmin= 12.6 cm24.1 11.07 diseño de zapata interior
4 10.28 peso del concreto 2.863.9 9.52 peso del suelo 22.1853.8 8.81 Y= 31.69 T/m3.7 8.13 Mu= 61.08 t.m3.6 7.49 Vu= 20.4884404 ok3.5 6.88 fi*Vc 35.25317223.4 6.313.3 5.773.2 5.263.1 4.78
3 4.332.9 3.922.8 3.522.7 3.162.6 2.822.5 2.512.4 2.222.3 1.952.2 1.712.1 1.49
2 1.281.9 1.101.8 0.941.7 0.791.6 0.661.5 0.541.4 0.441.3 0.351.2 0.281.1 0.21
0.999999999999999 0.160.899999999999999 0.120.799999999999999 0.080.699999999999999 0.060.599999999999999 0.030.499999999999999 0.020.399999999999999 0.010.299999999999999 0.000.199999999999999 0.00
0.0999999999999994 0.00-6.383782391595E-16 0.00
-0.100000000000001 0.00-0.200000000000001 0.00-0.300000000000001 0.00-0.400000000000001 -0.01-0.500000000000001 -0.02-0.600000000000001 -0.03-0.700000000000001 -0.06-0.800000000000001 -0.08-0.900000000000001 -0.12
-1 -0.16-1.1 -0.21-1.2 -0.28-1.3 -0.35
