Prog. Cimentaciones
25
CIMENTACION CORRIDA O CONTINUA CON FALLA GENERAL DE CORTE Datos φ = 35 º = 34 º ϒ = 1.83 g/cm3 = 0.00183 Kg/cm3 120.00 cm B = 1.5 m = 150 cm Df = 1.2 m = 120 cm C = 1.78 Kg/cm2 = 1.78 Kg/cm2 Fs = 4 solucion 150.00 cm FACTORES DE CAPACIDAD DE CARGA TABLA 3.1 φ Nc Nq Nϒ 35 57.75 41.44 45.41 CALCULO DE LA CARGA EQUIVALENTE EFECTIVA q = 0.00183 x 120 = 0.2196 Kg/cm2 CAPACIDAD DE CARGA ULTIMA qu = 1.78 x 57.75 + 0.2196 x 41.44 + 1 150 x 0.00 qu = 118.127747 Kg/cm2 2 la carga admisible qadm = 29.5319366 Kg/cm2
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Transcript of Prog. Cimentaciones
CIMENTACION CORRIDA O CONTINUA CON FALLA GENERAL DE CORTEDatosφ = 35 º = 34 º ϒ = 1.83 g/cm3 = 0.00183 Kg/cm3 120.00 cmB = 1.5 m = 150 cmDf = 1.2 m = 120 cmC = 1.78 Kg/cm2 = 1.78 Kg/cm2Fs = 4 solucion
150.00 cm
FACTORES DE CAPACIDAD DE CARGA TABLA 3.1
φ Nc Nq Nϒ35 57.75 41.44 45.41
CALCULO DE LA CARGA EQUIVALENTE EFECTIVA
q = 0.00183 x 120 = 0.2196 Kg/cm2
CAPACIDAD DE CARGA ULTIMA
qu = 1.78 x 57.75 + 0.2196 x 41.44 + 1 150 x 0.00183 x 45.41
qu = 118.1277465 Kg/cm2 2
la carga admisible
qadm = 29.53193663 Kg/cm2
> < =
N φ Nc Nq Nϒ N φ1 0 5.7 1 0 1 >=01 1 6 1.1 0.011 2 6.3 1.22 0.04 N φ1 3 6.2 1.35 0.06 1 >=351 4 6.97 1.49 0.11 5 7.34 1.64 0.14 φ Nc1 6 7.33 1.81 0.2 35 57.751 7 8.15 2 0.271 8 8.6 2.21 0.351 9 9.09 2.44 0.441 10 9.61 2.69 0.561 11 10.16 2.98 0.691 12 10.76 3.29 0.851 13 11.41 3.63 1.041 14 12.11 4.02 1.261 15 12.86 4.45 1.521 16 13.68 4.92 1.821 17 14.6 5.45 2.18
1 18 15.12 6.04 2.591 19 16.55 6.7 3.071 20 17.69 7.44 3.641 21 18.92 8.26 4.311 22 20.27 9.19 5.091 23 21.75 10.23 61 24 23.36 11.4 7.081 25 25.13 12.72 8.341 26 27.09 14.21 9.891 27 29.24 15.9 11.61 28 31.61 17.81 13.71 29 34.24 19.98 16.181 30 37.16 22.46 19.131 31 40.41 25.28 22.651 32 44.04 28.52 26.871 33 48.09 32.23 31.941 34 52.64 36.5 38.041 35 57.75 41.44 45.411 36 63.53 47.16 54.361 37 70.01 53.8 65.271 38 77.5 61.55 78.611 39 85.97 70.61 95.03
1 40 95.66 81.27 115.311 411 421 431 441 451 461 471 481 491 50
φ φ Nc Nq Nϒ<=35 35 57.75 41.44 45.41
φ φ Nc Nq Nϒ<=50 35 57.75 41.44 45.41
Nq Nϒ41.44 45.41
CIMENTACION CUADRADA CON FALLA GENERAL DE CORTEDatosφ = 34 º = 34 º ϒ = 1.75 g/cm3 = 0.00175 Kg/cm3 200.00 cmB = 3 m = 300 cmDf = 2 m = 200 cmC = 1.65 Kg/cm2 = 1.65 Kg/cm2Fs = 3 solucion
300.00 cm
FACTORES DE CAPACIDAD DE CARGA TABLA 3.1
φ Nc Nq Nϒ34 52.64 36.5 38.04
CALCULO DE LA CARGA EQUIVALENTE EFECTIVA
q = 0.00175 x 200 = 0.35 Kg/cm2
CAPACIDAD DE CARGA ULTIMA
qu = 133.6762 Kg/cm2
la carga admisible
qadm = 45 Kg/cm2
> < =
N φ Nc Nq Nϒ N φ1 0 5.7 1 0 1 >=01 1 6 1.1 0.011 2 6.3 1.22 0.04 N φ1 3 6.2 1.35 0.06 1 >=341 4 6.97 1.49 0.11 5 7.34 1.64 0.14 φ Nc1 6 7.33 1.81 0.2 34 52.641 7 8.15 2 0.271 8 8.6 2.21 0.351 9 9.09 2.44 0.441 10 9.61 2.69 0.561 11 10.16 2.98 0.691 12 10.76 3.29 0.851 13 11.41 3.63 1.041 14 12.11 4.02 1.261 15 12.86 4.45 1.521 16 13.68 4.92 1.821 17 14.6 5.45 2.18
1 18 15.12 6.04 2.591 19 16.55 6.7 3.071 20 17.69 7.44 3.641 21 18.92 8.26 4.311 22 20.27 9.19 5.091 23 21.75 10.23 61 24 23.36 11.4 7.081 25 25.13 12.72 8.341 26 27.09 14.21 9.891 27 29.24 15.9 11.61 28 31.61 17.81 13.71 29 34.24 19.98 16.181 30 37.16 22.46 19.131 31 40.41 25.28 22.651 32 44.04 28.52 26.871 33 48.09 32.23 31.941 34 52.64 36.5 38.041 35 57.75 41.44 45.411 36 63.53 47.16 54.361 37 70.01 53.8 65.271 38 77.5 61.55 78.611 39 85.97 70.61 95.03
1 40 95.66 81.27 115.311 411 421 431 441 451 461 471 481 491 50
φ φ Nc Nq Nϒ<=34 34 52.64 36.5 38.04
φ φ Nc Nq Nϒ<=50 34 52.64 36.5 38.04
Nq Nϒ36.5 38.04
CIMENTACION CUADRADA CON FALLA GENERAL DE CORTEDatosφ = 28 º = 34 º ϒ = 1.75 g/cm3 = 0.00175 Kg/cm3 200.00 cmB = 3 m = 300 cmDf = 2 m = 200 cmC = 1.65 Kg/cm2 = 1.65 Kg/cm2Fs = 4 solucion
300.00 cm
FACTORES DE CAPACIDAD DE CARGA TABLA 3.1
φ Nc Nq Nϒ28 31.61 17.81 13.7
CALCULO DE LA CARGA EQUIVALENTE EFECTIVA
q = 0.00175 x 200 = 0.35 Kg/cm2
CAPACIDAD DE CARGA ULTIMA
qu = 76.1947 Kg/cm2
la carga admisible
qadm = 19 Kg/cm2
> < =
N φ Nc Nq Nϒ N φ1 0 5.7 1 0 1 >=01 1 6 1.1 0.011 2 6.3 1.22 0.04 N φ1 3 6.2 1.35 0.06 1 >=281 4 6.97 1.49 0.11 5 7.34 1.64 0.14 φ Nc1 6 7.33 1.81 0.2 28 31.611 7 8.15 2 0.271 8 8.6 2.21 0.351 9 9.09 2.44 0.441 10 9.61 2.69 0.561 11 10.16 2.98 0.691 12 10.76 3.29 0.851 13 11.41 3.63 1.041 14 12.11 4.02 1.261 15 12.86 4.45 1.521 16 13.68 4.92 1.821 17 14.6 5.45 2.18
1 18 15.12 6.04 2.591 19 16.55 6.7 3.071 20 17.69 7.44 3.641 21 18.92 8.26 4.311 22 20.27 9.19 5.091 23 21.75 10.23 61 24 23.36 11.4 7.081 25 25.13 12.72 8.341 26 27.09 14.21 9.891 27 29.24 15.9 11.61 28 31.61 17.81 13.71 29 34.24 19.98 16.181 30 37.16 22.46 19.131 31 40.41 25.28 22.651 32 44.04 28.52 26.871 33 48.09 32.23 31.941 34 52.64 36.5 38.041 35 57.75 41.44 45.411 36 63.53 47.16 54.361 37 70.01 53.8 65.271 38 77.5 61.55 78.611 39 85.97 70.61 95.03
1 40 95.66 81.27 115.311 411 421 431 441 451 461 471 481 491 50
φ φ Nc Nq Nϒ<=28 28 31.61 17.81 13.7
φ φ Nc Nq Nϒ<=50 28 31.61 17.81 13.7
Nq Nϒ17.81 13.7
N φφ Nc Nq Nϒ 1 >=028 31.61 17.81 13.7
N φ1 >=28
> <
N φ1 01 11 21 31 41 51 61 71 81 91 101 111 121 131 141 151 161 171 181 191 201 211 221 231 241 251 261 271 281 291 301 311 321 331 341 35
1 361 371 381 391 401 411 421 431 441 451 461 471 481 491 50
φ φ Nc Nq Nϒ<=28 28 31.61 17.81 13.7
φ φ Nc Nq Nϒ<=50 28 31.61 17.81 13.7
=
Nc Nq Nϒ5.7 1 06 1.1 0.01
6.3 1.22 0.046.2 1.35 0.06
6.97 1.49 0.17.34 1.64 0.147.33 1.81 0.28.15 2 0.278.6 2.21 0.35
9.09 2.44 0.449.61 2.69 0.56
10.16 2.98 0.6910.76 3.29 0.8511.41 3.63 1.0412.11 4.02 1.2612.86 4.45 1.5213.68 4.92 1.8214.6 5.45 2.18
15.12 6.04 2.5916.55 6.7 3.0717.69 7.44 3.6418.92 8.26 4.3120.27 9.19 5.0921.75 10.23 623.36 11.4 7.0825.13 12.72 8.3427.09 14.21 9.8929.24 15.9 11.631.61 17.81 13.734.24 19.98 16.1837.16 22.46 19.1340.41 25.28 22.6544.04 28.52 26.8748.09 32.23 31.9452.64 36.5 38.0457.75 41.44 45.41
63.53 47.16 54.3670.01 53.8 65.2777.5 61.55 78.61
85.97 70.61 95.0395.66 81.27 115.31
DATOSDf = 1.2 FACTOTES DE CAPACIDAD DE CARGA
B = 1 φ Nc Nq NϒL = 1.4 30 30.14 18.4 22.4φ = 30ϐ = 0
FACTOTES DE FORMA L > B OKFcs Fqs Fϒs
1.4361 1.4124 0.7143
FACTOTES DE POFUNDID NO OKFcd Fqd Fϒd Fcd Fqd Fϒd
1.4800 1.3464 1.0000 21.0778 26.4296 1.0000
FACTOTES DE INCLINACION
Fci Fqi Fϒ i1.0000 1.0000 1.0000
Df/B ≤ 1 Df/B > 1
SI SE TRATA DE UNA CIMETACION CONTINUA B/L = 0 LOS FACTORES DE FORMA SON LA UNIDAD = 1
N φ φ1 >=0 <=30
N φ φ1 >=30 <=50
> < =
N φ Nc1 0 5.141 1 5.381 2 5.631 3 5.91 4 6.191 5 6.491 6 6.811 7 7.161 8 7.531 9 7.921 10 8.351 11 8.81 12 9.281 13 9.811 14 10.371 15 10.981 16 11.631 17 12.341 18 13.11 19 13.931 20 14.831 21 15.821 22 18.881 23 18.051 24 19.321 25 20.721 26 22.251 27 23.941 28 25.81 29 27.861 30 30.141 31 32.671 32 35.491 33 38.641 34 42.161 35 46.12
SI SE TRATA DE UNA CIMETACION CONTINUA B/L = 0 LOS FACTORES DE FORMA SON LA UNIDAD = 1
1 36 50.591 37 55.631 38 61.351 39 67.871 40 75.311 411 421 431 441 451 461 471 481 491 50
φ Nc Nq Nϒ30 30.14 18.4 22.4
φ Nc Nq Nϒ30 30.14 18.4 22.4
Nq Nϒ1 0
1.09 0.071.2 0.15
1.31 0.241.43 0.342.52 0.451.72 0.571.88 0.712.06 0.862.25 1.032.42 1.222.71 1.442.97 1.693.26 1.973.59 2.293.94 2.654.34 3.064.77 3.535.26 4.075.8 4.686.4 5.39
7.07 6.27.82 7.138.66 8.29.6 9.44
10.66 10.8811.85 12.5413.2 14.47
14.72 16.7216.44 19.3418.4 22.4
20.63 25.9923.18 30.2226.09 35.1929.44 41.0633.3 48.03
37.75 56.3142.92 66.1948.93 78.0355.96 92.2564.2 109.41
