diseño de cimentaciones a base de piedra

0.30 m x

a

h

Cimentaciones

Análisis de carga en el eje 1.-

Peso de la losa de concreto armado………………….…………… = 770 kg/mPeso de la dala D-1…………………………….……………………. = 72 kg/mPeso del muro de tabique…………..(0.14m)(1.85m)(1600kg/m³) = 414.4 kg/mPeso de la dala D-2…………………..…………...…………………. = 54 kg/mPeso aplanado en un solo lado….(0.015m)(2.20m) (1800kg/m³) = 59.4 kg/m

1369.8 kg/m

Calculo de la cimentación.-

w=1369.8kg /m≅ 1370 kg/m

Calculando ancho de la zapata

az=w+0.3wRT

=1.3 (1370kg /m )3000kg /m2

=0.5936m≅ 0.60m

x=a−b=0.60m−0.30m=0.30m

Calculo de la altura de la zapata

tan (60 ° )=hx

h=x tan (60° )

h=0.30m tan (60 ° )

h=0.5196m≅ 0.55m

Revisión por peso propio

Área secc .trans .de zapata=(0.60m+0.30m )(0.55m)

2=0.2474m ²≅ 0.25m ²

Peso propio (P. P )=0.25m² (2200kg /m3 )=550kg /m

a=0.60m;b=0.30m;h=0.55m

0.30 m x

a

h

0.30 m x

a

h

Cimentaciones


az=w+P .PRT

=1370kg /m+550kg /m3000kg /m2

=0.64m≅ 0.65m

x=a−b=0.65m−0.35m


tan (60 ° )=hx

h=x tan (60° )

h=0.35m tan (60 ° )

h=60m

Considerando el peso del relleno

Áreadel relleno=(0.60m )(0.35m)

2=0.105m ²

Pesodel relleno (P. R )=0.105m ² (1200 kg/m3 )=126 kg/m

Recalculando ancho de la zapara

az=w+P .P+P . R

RT=1370 kg/m+550kg /m+126 kg/m

3000kg/m2=0.682m≅ 0.70m

x=a−b=0.70m−0.30m=0.40m


tan (60 ° )=hx

h=x tan (60° )

h=0.40m tan (60 ° )

h=6928m≅ 0.70m

a=0.65m; b=0.30m;h=0.60m

0.30 mx

a

h

Cimentaciones


Peso de la losa de concreto armado………………….…………… = 952.56 kg/mPeso de la dala D-1…………………………….……………………. = 72 kg/mPeso del muro de tabique…………..(0.14m)(1.85m)(1600kg/m³) = 414.4 kg/mPeso de la dala D-2…………………..…………...…………………. = 54 kg/mPeso aplanado en un solo lado…...(0.015m)(2.20m)(1800kg/m³) = 59.4 kg/mPeso que manda la trabe T-1………………………………………. = 168 kg/m

1720.36 kg/m

Calculo de la cimentación.-

w=1720.36kg /m≅ 1721kg/m


az=w+0.3wRT

=1.3 (1721kg /m)3000kg/m2

=0.7457m≅ 0.75m

x=a−b=0.75m−0.30m=0.45m


tan (60 ° )=hx

h=x tan (60° )

h=0.45m tan (60 ° )

h=0.7794m≅ 0.80m

Revisión por peso propio

Área secc .trans . de zapata=(0.75m+0.30m )(0.80m)

2=0.42m ²≅ 0.45m ²

Peso propio (P. P )=0.45m ² (2200kg /m3 )=990kg/m

a=0.70m;b=0.30m;h=0.70m

a=0.75m; b=0.30m;h=0.80m

0.30 mx

a

h

0.30 mx

a

h

Cimentaciones


az=w+P .PRT

=1721kg /m+990 kg/m3000kg /m2

=0.90m

x=a−b=0.90m−0.30m=0.60m


tan (60 ° )=hx

h=x tan (60° )

h=0.60m tan (60 ° )

h=1.0392m≅ 1.05m

Considerando el peso del relleno

Áreadel relleno=(0.60m )(1.05m)

2=0.315m ²

Pesodel relleno (P. R )=0.315m ² (1200 kg/m3 )=378 kg/m

Recalculando ancho de la zapata

az=w+P .P+P . R

RT=1721kg /m+990kg /m+378 kg/m

3000kg/m2=1.029m≅ 1.05m

x=a−b=1.05m−0.30m=0.75m


tan (60 ° )=hx

h=x tan (60° )

h=0.75m tan (60 ° )

a=0.90m;b=0.30m;h=1.05m

xx 0.30 m

a

h

Cimentaciones

h=1.2990m≅ 1.30m


Peso de la losa de concreto armado………………….…………… = 1220.1 kg/mPeso de la dala D-1…………………………….……………………. = 72 kg/mPeso del muro de tabique…………..(0.14m)(2.55m)(1600kg/m³) = 571.2 kg/mPeso de la dala D-2…………………..…………...…………………. = 54 kg/mPeso aplanado en los dos lado…2(0.015m)(2.90m)(1800kg/m³) = 156.6 kg/mPeso que manda la trabe T-1………………………………………. = 168 kg/mPeso que manda la contra trabe…………………………………… = 144 kg/m

2385.9 kg/m

Calculo de la cimentación por metro

w=2385.9kg /m≅ 2386kg /m


az=w+0.3wRT

=1.3 (2386kg /m )3000kg /m2

=1.0339m≅ 1.05m

x=a−b2

=1.05m−0.30m2

=0.375m

Calculando la altura de la zapata

tan (60 ° )=hx

h=x tan (60° )

h=0.375m tan (60 ° )

h=0.6495m≅ 0.65m

Considerando peso propio (P.P) y peso del relleno (P.R)


2=0.4387m ²

Peso propio (P. P )=0.4387m ² (2200kg/m3 )=965.25kg /m≅ 966 kg/m

a=1.05m;b=0.30m;h=0.65m

xx 0.30 m

a

h

Cimentaciones

Áreadel relleno=2 (0.35m )(0.60m)

2=0.2437m²

Pesodel relleno (P. R )=02437m ² (1200kg/m3 )=292.5kg/m≅ 293kg /m


az=w+P .P+P . R

RT=2386kg /m+966 kg/m+293kg /m

3000kg /m2=1.215m≅ 1.25m

x=a−b2

=1.25m−0.30m2

=0.475m


tan (60 ° )=hx

h=x tan (60° )

h=0.475m tan (60 ° )

h=0.8227m≅ 0.85m

a=1.25m;b=0.30m;h=0.85m

xx 0.30 m

a

h

Cimentaciones


Peso de la losa de concreto armado………………….…………… = 1033.15 kg/mPeso de la dala D-1…………………………….……………………. = 72 kg/mPeso del muro de tabique…………..(0.14m)(2.29m)(1600kg/m³) = 512.96 kg/mPeso de la dala D-2…………………..…………...…………………. = 54 kg/mPeso aplanado en los dos lado…2(0.015m)(2.64m)(1800kg/m³) = 142.56 kg/m

1814.27 kg/m


w=1814.27kg /m≅ 1815kg/m


az=w+0.3wRT

=1.3 (1815kg /m )3000kg /m2

=0.7865m≅ 0.80m

x=a−b2

=0.80m−0.30m2

=0.25m


tan (60 ° )=hx

h=x tan (60° )

h=0.25m tan (60 ° )

h=0.4330m≅ 0.45m



2=0.2475m ²≅ 0.25m²

Peso propio (P. P )=0.25m ² (2200kg /m3 )=550kg /m

a=0.80m;b=0.30m;h=0.45m

xx 0.30 m

a

h

Cimentaciones


2=0.1125m²

Pesodel relleno (P. R )=0.1125m ² (1200kg /m3 )=135kg /m


az=w+P .P+P . R

RT=1815 kg/m+550kg /m+135kg /m

3000kg/m2=0.833m≅ 0.85m

x=a−b2

=0.85m−0.30m2

=0.275m


tan (60 ° )=hx

h=x tan (60° )

h=0.275m tan (60 ° )

h=0.4763m≅ 0.45m

a=0.85m; b=0.30m;h=0.45m

xx 0.30 m

a

h

Cimentaciones

Análisis de carga en el eje A.-

Peso de la losa de concreto armado………………….…………… = 737.57 kg/mPeso de la dala D-1…………………………….……………………. = 72 kg/mPeso del muro de tabique……..……..(0.14m)(2.2m)(1600kg/m³) = 492.8 kg/mPeso de la dala D-2…………………..…………...…………………. = 54 kg/mPeso aplanado en los dos lado…2(0.015m)(2.55m)(1800kg/m³) = 137.70 kg/m

1494.07 kg/m


w=1494.07kg /m≅ 1494kg /m


az=w+0.3wRT

=1.3 (1494 kg/m )3000kg /m2

=0.6474m≅ 0.65m

x=a−b2

=0.65m−0.30m2

=0.175m


tan (60 ° )=hx

h=x tan (60° )

h=0.175m tan (60 ° )

h=0.30m



2=0.1425m²

Peso propio (P. P )=0.1425m2 (2200kg /m3 )=313.5kg /m≅ 314 kg /m

a=0.65m; b=0.30m;h=0.30m

xx 0.30 m

a

h

Cimentaciones


2=0.0525m ²

Pesodel relleno (P. R )=0.0525m² (1200 kg/m3 )=63 kg/m


az=w+P .P+P . R

RT=1494 kg /m+314 kg /m+63kg /m

3000kg /m2=0.6236m≅ 0.65m

x=a−b2

=0.65m−0.30m2

=0.175m


tan (60 ° )=hx

h=x tan (60° )

h=0.175m tan (60 ° )

h=0.30m

a=0.65m; b=0.30m;h=0.30m

xx 0.30 m

a

h

Cimentaciones

Análisis de carga en el eje B.-


1753.52 kg/m


w=1753.52kg /m≅ 1754 kg/m


az=w+0.3wRT

=1.3 (1754 kg/m )3000kg /m2

=0.76m≅ 0.80m

x=a−b2

=0.80m−0.30m2

=0.25m


tan (60 ° )=hx

h=x tan (60° )

h=0.25m tan (60 ° )

h=0.4330m≅ 0.45m



2=0.2475m²

Peso propio (P. P )=0.2475m2 (2200kg /m3 )=544.5kg /m≅ 545kg /m

a=0.80m;b=0.30m;h=0.45m

xx 0.30 m

a

h

Cimentaciones


2=0.1125m²



az=w+P .P+P . R

RT=1754 kg /m+545kg /m+135kg /m

3000kg /m2=0.811m≅ 0.85m

x=a−b2

=0.85m−0.30m2

=0.275m


tan (60 ° )=hx

h=x tan (60° )

h=0.275m tan (60 ° )

h=0.4763m≅ 0.50m

a=0.85m; b=0.30m;h=0.50m

xx 0.30 m

a

h

Cimentaciones

Análisis de carga en el eje C.-

Peso de la losa de concreto armado………………….…………… = 1176 kg/mPeso de la dala D-1…………………………….……………………. = 72 kg/mPeso del muro de tabique……..……..(0.14m)(2.2m)(1600kg/m³) = 492.8 kg/mPeso de la dala D-2…………………..…………...…………………. = 54 kg/mPeso aplanado en los dos lado…2(0.015m)(2.55m)(1800kg/m³) = 137.70 kg/mPeso que manda la contra trabe…………………………………… = 144 kg/m

2076.5 kg/m


w=2076.5kg /m≅ 2077kg /m


az=w+0.3wRT

=1.3 (2077kg /m )3000kg /m2

=0.90m

x=a−b2

=0.90m−0.30m2

=0.30m


tan (60 ° )=hx

h=x tan (60° )

h=0.30m tan (60 ° )

h=0.5196m≅ 0.55m



2=0.33m²

Peso propio (P. P )=0.33m2 (2200kg /m3)=726kg /m

a=0.90m;b=0.30m;h=0.55m

xx 0.30 m

a

h

Cimentaciones


2=0.165m ²

Pesodel relleno (P. R )=0.165m² (1200 kg/m3 )=198kg /m


az=w+P .P+P . R

RT=2077kg /m+726kg /m+198kg /m

3000kg /m2=1.00m

x=a−b2

=1.00m−0.30m2

=0.35m


tan (60 ° )=hx

h=x tan (60° )

h=0.35m tan (60 ° )

h=0.6062m≅ 0.65m

a=1.0m;b=0.30m;h=0.65m

xx 0.30 m

a

h

Cimentaciones

Análisis de carga en el eje D.-


1748.97 kg/m


w=1748.97kg /m≅ 1749kg/m


az=w+0.3wRT

=1.3 (1749kg /m )3000kg /m2

=0.7579m≅ 0.80m

x=a−b2

=0.80m−0.30m2

=0.25m


tan (60 ° )=hx

h=x tan (60° )

h=0.25m tan (60 ° )

h=0.4330m≅ 0.45m



2=0.2475m²

Peso propio (P. P )=0.2475m2 (2200kg /m3 )=544.5kg /m≅ 545kg /m

a=0.80m;b=0.30m;h=0.45m

xx 0.30 m

a

h

Cimentaciones

Áre adelrelleno=2 (0.25m )(0.45m)

2=0.1125m ²



az=w+P .P+P . R

RT=1749 kg/m+545kg /m+135kg /m

3000kg/m2=0.809m≅ 0.85m

x=a−b2

=0.85m−0.30m2

=0.275m


tan (60 ° )=hx

h=x tan (60° )

h=0.275m tan (60 ° )

h=0.4763m≅ 0.50m

a=0.85m; b=0.30m;h=0.50m

Cimentaciones

Análisis de carga en la zapata aislada

Peso de la losa de concreto armado…...……..(5.54m²)(490kg/m²) = 2714.6 kgPeso que manda la trabe T-1..…………...….....(3.50m)(168kg /m) = 588 kgPeso de la contra trabe CT………………..….....(3.50m)(144kg/m) = 504 kgPeso aplanado………….....4(0.015m)(2.20m)(0.20m)(1800kg/m³) = 47.52 kgPeso de la columna C-1…….…(0.25mx0.25m)(2.2m)(2400kg/m³) 330 kg

4184.12 kg

Calculando área y ancho de la zapata

Az=P+0.3 PRT

=1.3 (4185kg )3000kg /m2

=1.8135m2

a=√Az=√1.8135m2=1.3466m≅ 1.35m

Si se propone b = 0.35 m, entonces se tiene que

x=a−b2

=1.35m−0.35m2

=0.50m


tan (60 ° )=hx

h=x tan (60° )

h=0.50m tan (60 ° )

h=0.8660m≅ 0.90m

Calculando área y ancho de la zapata

Volumende la zapat a=(1.35m )2+(0.35)²

2x0.90m=0.8752m ³

a=1.35m;b=0.35m;h=0.90m

xx 0.35 m

a

h

Cimentaciones

Peso propio (P. P )=0.8752m ³ (2200 kg/m3 )=1925.55kg≅ 1926kg

Az=P+P . PRT

=4185kg+1926 kg3000kg /m2

=2.037m2

a=√Az=√2.037m2=1.4273m≅ 1.45m

Si se propone b = 0.35 m, entonces se tiene que

x=a−b2

=1.45m−0.35m2

=0.55m


tan (60 ° )=hx

h=x tan (60° )

h=0.55m tan (60 ° )

h=0.95m

a=1.45m;b=0.35m;h=0.95m

xx 0.35 m

a

h

Nota: La columna deberá estar anclada a la zapata aislada a una profundidad de 2/3 de esta, es decir a 65 centímetros aproximadamente. 1.45 m

0.95 m0.65 m

Cimentaciones

diseño de cimentaciones a base de piedra

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