corte directo.xls

8/10/2019 CORTE DIRECTO.xls

1/24

UNIVERSIDAD SE OR DE SIP NLABORATORIO DE SUELOS, CONCRETO Y ENSAYO DE MATERIALES - ChiclayoExpediente NSolicitante

AtencinObraUbicacinFecha de Apertura :Fecha de pago :

ENSAYO

REFERENCIA N.T.P. 399.131 : 1999Calicata: C-2 Muestra: C -1 Profundidad 1.30m. Estado Remoldeada Velocidad 0.25 mNUMERO DE ENSAYO1 Esfuerzo Normal Kg/cm2 Kg/cm2 K2 Nmero del tallador 3 Peso del tallador g. g. g4 Lado o Diametro del tallador cm cm c5 Altura del tallador (muestra de ensayo) cm cm c6 rea del tallador cm cm c

7 Volumen del tallador cm3

cm3

cm8 Peso del tallador + muestra hum. Natural g. g. g9 Nmero de Tara

10 Peso de tara + muestra saturada g. g. g11 Peso de tara + muestra seca g. g. g12 Peso de la tara g. g. g13 Gravedad de slidos g/cm3 g/cm3 g14 Relacin de Vacios % % %15 Grado de Saturacin % % %16 Contenido de humedad Natural % % %17 Contenido de humedad Saturado % % %18 Peso volumtrico humedo 1.823 1.637 1.818 1.79019 Peso volumtrico seco g/cm3 g/cm3 g

Ao A1 1.823

Dial Fuerza % Esfuerzo Dial Dial Fuerza % Esfuerzo Dial Dial Fuerza %Corte cortante Deforma. cortante Deforma. Corte cortante Deforma. cortante Horiz. Corte cortante Deforma.

in. Kg. mm. Kg/cm2 mm. in. Kg. mm. Kg/cm2 mm. in. Kg. mm.0.0 0.0 0.00 0 0.00 0.0 0.0 0.00 0 0.00 0.0 0 0.00-0.6 0.2 0.10 0.010 0.05 1.8 1.0 0.10 0.050 0.05 6.6 2.53 0.101.2 0.8 0.20 0.040 0.10 6.0 2.3 0.20 0.120 0.10 11.5 4.09 0.203.0 1.4 0.35 0.070 0.17 8.1 3.0 0.35 0.154 0.17 13.9 4.87 0.354.8 1.9 0.50 0.100 0.25 9.7 3.5 0.50 0.180 0.25 16.3 5.65 0.507.2 2.7 0.75 0.140 0.37 12.1 4.3 0.75 0.220 0.37 19.4 6.62 0.758.5 3.1 1.00 0.160 0.50 13.9 4.9 1.00 0.250 0.50 21.8 7.40 1.00

10.3 3.7 1.25 0.190 0.62 15.1 5.3 1.25 0.270 0.62 23.0 7.79 1.2511.8 4.2 1.50 0.215 0.75 16.6 5.7 1.50 0.295 0.75 26.0 8.77 1.5013.0 4.6 1.75 0.235 0.87 18.8 6.4 1.75 0.330 0.87 27.2 9.16 1.7513.9 4.9 2.00 0.250 1.00 19.7 6.7 2.00 0.345 1.00 29.1 9.74 2.0015.4 5.4 2.50 0.275 1.25 21.2 7.2 2.50 0.370 1.25 31.5 10.52 2.5017.2 5.9 3.00 0.305 1.50 23.0 7.8 3.00 0.400 1.49 32.7 10.91 3.0018.5 6.3 3.50 0.325 1.75 24.2 8.2 3.50 0.420 1.74 33.9 11.30 3.5019.7 6.7 4.00 0.345 2.00 25.4 8.6 4.00 0.440 1.99 35.1 11.69 4.0020.3 6.9 4.50 0.355 2.25 26.6 9.0 4.50 0.460 2.24 36.3 12.08 4.5021.2 7.2 5.00 0.370 2.50 27.2 9.2 5.00 0.470 2.49 37.5 12.47 5.0021.5 7.3 5.50 0.375 2.74 27.8 9.3 5.50 0.480 2.74 38.8 12.86 5.5021.8 7.4 6.00 0.380 2.99 28.5 9.5 6.00 0.490 2.99 39.4 13.05 6.0021.8 7.4 6.50 0.380 3.24 28.8 9.6 6.50 0.495 3.24 39.4 13.05 6.5021.8 7.4 7.00 0.380 3.49 28.8 9.6 7.00 0.495 3.49 39.4 13.05 7.0021.8 7.4 7.50 0.380 3.74 28.8 9.6 7.50 0.495 3.74 39.4 13.05 7.5021.8 7.4 8.00 0.380 3.99 28.8 9.6 8.00 0.495 3.98 39.4 13.05 8.0021.8 7.4 8.50 0.380 4.24 28.8 9.6 8.50 0.495 4.23 39.4 13.05 8.50

21.8 7.4 9.00 0.380 4.49 28.8 9.6 9.00 0.495 4.48 39.4 13.05 9.0021.8 7.4 9.50 0.380 4.74 28.8 9.6 9.50 0.495 4.73 39.4 13.05 9.5021.8 7.4 10.00 0.380 4.99 28.8 9.6 10.00 0.495 4.98 39.4 13.05 10.0021 8 7 4 11 00 0 380 5 49 28 8 9 6 11 00 0 495 5 48 39 4 13 05 11 00

3.24

3.74

4.23

4.73

39.15

1.74

0.321454545

0.62

ENSAYO N 01

0.10

1.49

76.77

0.00

ENSAYO N 02

21.95

1.25

1.491

Dial

02a98.17

ENSAYO N 03

24.52

0.75

0.87

0.170.25

0.782.61

0.50

26.42

0.75

0.05

Formato interno de ensayoSUELO. Mtodo de ensayo para determinar el lmite lquido, lmite plstico e ndice deplasticidad del suelo

ENSAYO N1.50

370.88

11.00

270.42

4.98

38.57

ENSAYO N 02

19.48

0.50

0.37

76.34 73.63

1.468

21.95

2.61

mm.Deforma.

0.75

0.40000

1.00

1.992.242.49

28.65 28.14

140.97

4.98

798.81

19.48

139.44

1.98

ENSAYO N 01

21.95

1.495

97.4082.17 81.99

3

2.61

4.99

19.561.98

82.2624.52

38.73140.84

2.742.99

3.49

24.52

2.01

69.14

3.98

4.48

4.985 48


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0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.55

0.60

0.65

0.70

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0

E s f u e r s o

d e

c o r t e

( K g / c m 2 )

CURVA DE RESISTENCIA


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Expediente N : 0Solicitante : 0Obra :Ubicacin : 0Fecha de Apertura : 0

Calicata: C-2 Muestra: C -1 Profundidad : 1.30m.

g/ cm3 g/ cm3 kg/ cm2 % % kg/ cm2

1.823 1.495 0.50 21.95 76.77 0.3801.818 1.491 1.00 21.95 76.34 0.4951.790 1.468 1.50 21.95 73.63 0.670

DEFORMACIN ESFUERZO DEFORMACIN ESFUERZO ESFUERZO DEFORMACIN ESFUERZO ES

TANGENCIAL NORMALIZ. TANGENCIAL DE CORTE NORMALIZ. TANGENCIAL DE CORTE

(%) (Kg/Cm2) (%) (Kg/Cm2) (Kg/Cm2) (%) (Kg/Cm2) (Kg/Cm

0.00 0.000 0.00 0.000 0.000 0.00 0.000 0.0000.10 0.020 0.10 0.050 0.050 0.10 0.130 0.0870.20 0.080 0.20 0.120 0.120 0.20 0.210 0.1400.35 0.140 0.35 0.154 0.154 0.35 0.250 0.1670.50 0.200 0.50 0.180 0.180 0.50 0.290 0.1930.75 0.280 0.75 0.220 0.220 0.75 0.340 0.2271.00 0.320 1.00 0.250 0.250 1.00 0.380 0.2531.25 0.380 1.25 0.270 0.270 1.25 0.400 0.2671.50 0.430 1.50 0.295 0.295 1.50 0.450 0.3001.75 0.470 1.75 0.330 0.330 1.75 0.470 0.313

2.00 0.500 2.00 0.345 0.345 2.00 0.500 0.3332.50 0.550 2.50 0.370 0.370 2.50 0.540 0.3603.00 0.610 3.00 0.400 0.400 3.00 0.560 0.3733.50 0.650 3.50 0.420 0.420 3.50 0.580 0.3874.00 0.690 4.00 0.440 0.440 4.00 0.600 0.4004.50 0.710 4.50 0.460 0.460 4.50 0.620 0.4135.00 0.740 5.00 0.470 0.470 5.00 0.640 0.4275.50 0.750 5.50 0.480 0.480 5.50 0.660 0.4406.00 0.760 6.00 0.490 0.490 6.00 0.670 0.4476.50 0.760 6.50 0.495 0.495 6.50 0.670 0.4477.00 0.760 7.00 0.495 0.495 7.00 0.670 0.4477.50 0.760 7.50 0.495 0.495 7.50 0.670 0.4478.00 0.760 8.00 0.495 0.495 8.00 0.670 0.447

8.50 0.760 8.50 0.495 0.495 8.50 0.670 0.4479.00 0.760 9.00 0.495 0.495 9.00 0.670 0.4479.50 0.760 9.50 0.495 0.495 9.50 0.670 0.44710.00 0.760 10.00 0.495 0.495 10.00 0.670 0.44711.00 0.760 11.00 0.495 0.495 11.00 0.670 0.44712.00 0.760 12.00 0.495 0.495 12.00 0.670 0.447

Observaciones:- Muestreo e identificacin realizado por el solicitante.- Muestra separada por la Malla N 10 y Remoldeada.

0

0.380

0.380

0.375

0.3450.3550.370

ESFUERZOCORTE MX.

ESFUERZONORMAL

DENSIDADNATURAL

DE CORTE

N 02N 03

ESPECIMEN N02

GRADO DESATURACIN

0.380

0.325

0.380

UNIVERSIDAD SEOR DE SIPNFACULTAD DE INGENIERA, ARQUITECTURA Y URBANISMO

ESCUELA PROFESIONAL INGENIERIA CIVILLABORATORIO DE ENSAYO DE MATERIALES

ENSAYO DE CORTE DIRECTO

DENSIDADSECA

HUMEDADNATURAL

0.250

ESFUERZO

0.040

ESPECIMEN N03

0.275

0.380

0.305

0.0700.1000.1400.160

(Kg/Cm2)

0.380

0.2150.235

0.380

0.380

ASTM D 3080

ESPECIMEN N01

ESPECIMEN

NN 01

0.380

0.0000.010

0.190

0.380

0.380


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Expediente N : 0Solicitante : 0Obra :Ubicacin : 0Fecha de Apertura : 0

Calicata: C-2 Muestra: C -1 Profundidad : 1.30m.

Observaciones:- Muestreo e identificacin realizado por el solicitante.- Muestra separada por la Malla N 10 y Remoldeada.

0

ENSAYO DE CORTE DIRECTO

FACULTAD DE INGENIERA, ARQUITECTURA Y URBANISMO

ASTM D 3080

UNIVERSIDAD SE OR DE SIP N

ESCUELA PROFESIONAL INGENIERIA CIVILLABORATORIO DE ENSAYO DE MATERIALES

0.50 Kg/cm2

1.00 Kg/cm2

1.50 Kg/cm2

0.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.80

0 2 4 6 8 10 12 14

Deformacin tangencial (%)

E s f u e r s o

d e c o r t e

( K g

/ c m 2 )

CURVA DE RESISTENCIA

0.00

0.50

1.00

0.00 0.50 1.00 1.50 2.00

ESFUERZO DE CORTE MXIMO VS ESFUERZO NORMAL

Esfuerzo Normal (Kg/cm2)

E s f u e r z o

d e c o r t e m

x i m o

( k g / c m 2

)

ResultadosC = 0.225 Kg/cm 2

= 16.2


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N PESO N LONGIT. PESO AREA ALTURA1 6.77 1 4.98 69.14 19.48 1.982 7.50 2 4.99 70.42 19.56 1.983 7.10 3 4.98 70.88 19.48 2.014 7.00 A 4.97 71.23 19.40 1.985 6.57 4 6.00 145.06 36.00 2.016 7.06 5 6.00 136.80 35.97 1.987 7.42 6 6.00 136.41 35.97 1.958 6.63 DATOS9 7.21 16.18

10 7.17 C 0.272 qa=11 7.01 Y 1.7912 6.94 Df 1.513 6.83 B 1.514 7.08 D1 1.415 7.30 D2 0.116 7.20 d 0.3 solo para el caso II17 6.99 COEFICIENTES DE CAPACIDAD DE CARGA18 6.91 Nc, Nq, Ny19 7.09

20 7.21 FALLA GENERAL = 16.1821 7.4122 7.41 Nq = tan2 (45+/2)et Ny = 2(Nq23 7.1124 7.25 Nc = 11.75 Nq = 4.41 Ny=25 6.8326 6.8627 7.53 FALLA LOCAL 10.79

Nc = (Nq - 1)cot

TARA

0.5.010.015.020.025.030.035.040.045.050.055.060.065.070.075.080.085.090.095.0100.0 0.0


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28 7.2229 7.44 Nq = tan2 (45+/2)e N`y = 2(Nq30 7.36C-1 94.10 Nc = 8.70 Nq = 2.66 Ny=C-2 98.82C-3 96.52M-1 61.45 qa=M-2 61.14M-5 62.50

Factores de capacidda de carga para la aplicacin de la teoria de Terzag Angulo Nc Nq N N'c N'q N'

0.0 5.700 1.000 0.000 5.700 1.000 0.000 0.51.0 6.000 1.100 0.010 5.900 1.070 0.005

1.52.0 6.300 1.220 0.040 6.100 1.140 0.020 2.53.0 6.620 1.350 0.060 6.300 1.220 0.040 3.54.0 6.970 1.490 0.100 6.510 1.300 0.055 4.55.0 7.340 1.640 0.140 6.740 1.390 0.074 5.56.0 7.730 1.810 0.200 6.970 1.490 0.100 6.5

7.0 8.150 2.000 0.270 7.220 1.590 0.128 7.58.0 8.600 2.210 0.350 7.470 1.700 0.160 8.59.0 9.090 2.440 0.440 7.740 1.820 0.200 9.5

10.0 9.610 2.690 0.560 8.020 1.920 0.240 10.511.0 10.160 2.980 0.690 8.320 2.080 0.300 11.512.0 10.760 3.290 0.850 8.630 2.220 0.350

12.513.0 11.410 3.630 1.040 8.960 2.380 0.420 13.514.0 12.110 4.020 1.260 9.310 2.550 0.480 14.515.0 12.860 4.450 1.520 9.670 2.730 0.570 15.516.0 13.680 4.920 1.820 10.060 2.920 0.670 16.5

Nc = (Nq - 1)cot


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17.0 14.600 5.450 2.180 10.470 3.130 0.760 17.518.0 15.120 6.040 2.590 10.900 3.360 0.830 18.519.0 16.560 6.700 3.070 11.360 3.610 1.030 19.520.0 17.690 7.440 3.640 11.850 3.880 1.120 20.521.0 18.920 8.260 4.310 12.370 4.170 1.350 21.522.0 20.270 9.190 5.090 12.920 4.480 1.550 22.523.0 21.750 10.230 6.000 13.510 4.820 1.740 23.524.0 23.360 11.400 7.080 14.140 5.200 1.970 24.525.0 25.130 12.720 8.340 14.800 5.600 2.250

25.526.0 27.090 14.210 9.840 15.530 6.050 2.590 26.527.0 29.240 15.900 11.600 16.300 6.540 2.880 27.528.0 31.610 17.810 13.700 17.130 7.070 3.290 28.529.0 34.240 19.980 16.180 18.030 7.660 3.760 29.530.0 37.160 22.460 19.130 18.990 8.310 4.390 30.5

31.0 40.410 25.280 22.650 20.030 9.030 4.830 31.532.0 44.040 28.520 26.870 21.160 9.820 5.510 32.533.0 48.090 32.230 31.940 22.390 10.690 6.320 33.534.0 52.640 36.500 38.040 23.720 11.670 7.220 34.535.0 57.750 41.440 45.410 25.180 12.750 8.350 35.536.0 63.530 47.160 54.360 26.770 13.970 9.410

36.537.0 70.010 53.800 65.270 28.510 15.320 10.900 37.538.0 77.500 61.550 78.610 30.430 16.850 12.750 38.539.0 85.970 70.610 95.030 32.530 18.560 14.710 39.540.0 95.660 81.270 115.310 34.870 20.500 17.220 40.5


8/24

41.0 106.810 93.850 140.510 37.450 22.700 19.750 41.542.0 119.670 108.750 171.990 40.330 25.210 22.500 42.543.0 134.580 126.500 211.560 43.540 28.060 26.250 43.544.0 151.950 147.740 261.600 47.130 31.340 30.400 44.545.0 172.280 173.280 325.340 51.170 35.110 36.000 45.546.0 196.220 204.190 407.110 55.730 39.480 41.700 46.547.0 224.550 241.800 512.840 60.910 44.450 49.300 47.548.0 258.280 287.850 650.670 66.800 50.460 59.250 48.549.0 298.710 344.630 831.990 73.550 57.410 71.450

49.550.0 347.500 415.140 1072.800 81.310 65.600 85.750

18.518.519.019.020.020.022.022.024.5

24.525.025.026.026.028.028.031.031.0


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35.018.518.519.019.020.020.022.022.024.524.525.025.026.026.028.028.031.031.035.035.09.09.09.09.09.09.09.0

9.09.09.09.09.09.09.09.09.09.09.0

9.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.0


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9.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.09.0 3.0


11/24


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Ny + 1)tan

1.39abc

NcNqNy

i

2.6569

3.1386

1.46040.59841.8193

8.6981

1.3932


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10.83

11 204E-06 0.0003 0.0059

y = 2E-06x5 - 9E-05x4 + 0.0026x3 - 0.0164x2 + 0.3739x + 5.6364

0 000

10.000

20.000

30.000

40.000

50.000

60.000

70.000

Series1 Poly. (Series1)


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0.020.040.0


16/24


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0.0335 0.3329 5.5704


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UNIVERSIDAD SEOR DE SIPNLABORATORIO DE SUELOS, CONCRETO Y ENSAYO DE MATERIALES - PimentelExpediente N 0Solicitante 0Obra 0Ubicacin 0

ENSAYO

REFERENCIA N.T.P. 399.131 : 1999Calicata Muestra: Profundidad Estado Inalterado Velocidad 0.25

1 Kg/cm2 Kg/cm22 4 143 g. g.4 cm cm5 cm cm6 cm3 cm37 g. g.89 g. g.

10 g. g.11 g. g.12 % %13 g. g.1415 g. g.16 g. g.17 g. g.18 % %

Dial Fuerza % Esfuerzo Dial Dial Fuerza % Esfuerzo Dial Dial Fuerza %

Corte cortante Deforma. cortante Deforma. Corte cortante Deforma. cortante Horiz. Corte cortante Deforma.

mm. Kg. mm. Kg/cm2 mm. mm. Kg. mm. Kg/cm2 mm. mm. Kg. mm.

0.00 0.00 0.00 0.00 0.000.10 0.05 0.10 0.05 0.100.20 0.10 0.20 0.10 0.200.35 0.17 0.35 0.17 0.350.50 0.25 0.50 0.25 0.500.75 0.37 0.75 0.37 0.751.00 0.50 1.00 0.50 1.001.25 0.62 1.25 0.62 1.251.50 0.75 1.50 0.75 1.501.75 0.87 1.75 0.87 1.752.00 1.00 2.00 1.00 2.002.50 1.25 2.50 1.25 2.503.00 1.49 3.00 1.49 3.00

3.50 1.74 3.50 1.74 3.504.00 1.99 4.00 1.99 4.004.50 2.24 4.50 2.24 4.505.00 2.49 5.00 2.49 5.005.50 2.74 5.50 2.74 5.506.00 2.99 6.00 2.99 6.006.50 3.24 6.50 3.24 6.507.00 3.49 7.00 3.49 7.007.50 3.74 7.50 3.74 7.508.00 3.98 8.00 3.98 8.008.50 4.23 8.50 4.23 8.509.00 4.48 9.00 4.48 9.009.50 4.73 9.50 4.73 9.50

10.00 4.98 10.00 4.98 10.00

ENSAYO N 03Dial

Deforma.

ENSAYO N1.50

370.884.982.0119.48

ENSAYO N 021.00

270.424.991.98

Esfuerzo NormalNmero del talladorPeso del talladorLado o Diametro del talladorAltura del tallador (muestra de ensayo)Volumen del tallador 19.56

Peso del tallador + muestra hum. SaturadaNmero de TaraPeso de tara + muestra Saturada

Peso de la taraContenido de humedad Natural

NUMERO DE ENSAYO

Peso de tara + muestra seca

Peso del tallador + muestra hum. NaturalNmero de TaraPeso de tara + muestra humedad

ENSAYO N 010.50

169.144.98

4.48

19.48

mm.

Peso de tara + muestra seca

3.243.493.743.98

1.98

4.23

Peso de la taraContenido de humedad Natural

ENSAYO N 01 ENSAYO N 02

1.741.992.242.492.742.99

0.620.750.871.001.251.49

0.370.50

4.73

4.98

SUELO. Mtodo de ensayo para determinar el lmite lquido, lmite plstico e ndice de plasticidad delsuelo

0.000.050.100.170.25


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11.00 5.48 11.00 5.48 11.0012.00 5.98 12.00 5.98 12.00

5.485.98


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mm/min

Kg/cm223

g.cmcmcm3g.

g.g.g.%g.

g.g.g.%

Esfuerzo

cortante

Kg/cm2

3


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corte directo.xls

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