Plantilla - Ensayo de Consolidacion

CONSOLIDACION UNIDIMENSIONAL DE SUELOSNTP 339.154-2001 / ASTM D2435-1996

ALTURA DE LA MUESTRA 2.00

ALTURA DE LA MUESTRA 5.00

ALTURA DE LA MUESTRA INALTERADA

ALTURA DE LA MUESTRA HUMEDECIDO

CONDICIONES DEL MOLDE

1 N° molde 1

2 W molde (gr) 56.38

3 Altura swa (cm) 2 h0

4 Diametro swa (cm) 5 D

5 W molde sw (gr) 126.92

6 N° recipiente 94

7 W recipiete (gr) 16.07

8 W recipiente sw (gr) 140.96

9 W recipiente s (gr) 123.42

10 Gravedad especifica 2.65 Gs

ETAPA: COMPRESION

Tiempo Lectura Vertical Tiempo

Minuto (cm) Minuto

Ezfuerzo normal(Kg/cm2) 0.250 Ezfuerzo normal(Kg/cm2)

0.00 1.2310 0.00

0.1(6) 1.2085 0.1(6)

0.25(15) 1.2060 0.25(15)

0.5(30) 1.2055 0.5(30)

0.75(45) 1.2050 0.75(45)

LABORATORIO DE MECANICA DE SUELOS Y ASFALTO

1.00 1.2046 1.00

2.00 1.2041 2.00

4.00 1.2038 4.00

8.00 1.2031 8.00

15.00 1.2030 15.00

30.00 1.2025 30.00

60 (1hr) 1.2025 60 (1hr)

120 (2hr) 1.2024 120 (2hr)

240 (4hr) 1.2024 240 (4hr)

480 (8hr) 1.2024 480 (8hr)

1440 (24hr) 1.2023 1440 (24hr)


Minuto (cm) Minuto


0.00 1.1570 0.00

0.1(6) 1.1386 0.1(6)

0.25(15) 1.1360 0.25(15)

0.5(30) 1.1325 0.5(30)

0.75(45) 1.1305 0.75(45)

1.00 1.1290 1.00

2.00 1.1255 2.00

4.00 1.1220 4.00

8.00 1.1205 8.00

15.00 1.1190 15.00

30.00 1.1172 30.00

60 (1hr) 1.1158 60 (1hr)

120 (2hr) 1.1150 120 (2hr)

240 (4hr) 1.1150 240 (4hr)

480 (8hr) 1.1150 480 (8hr)

1.1150 960 (16hr)

1440 (24hr) 1.1150 1440 (24hr)

ETAPA: DESCARGA


Minuto (cm) Minuto


0.00 0.9745 0.00

0.1(6) 0.9760 0.1(6)

0.25(15) 0.9762 0.25(15)

0.5(30) 0.9764 0.5(30)

0.75(45) 0.9765 0.75(45)

1.00 0.9767 1.00

2.00 0.9768 2.00

4.00 0.9769 4.00

8.00 0.9770 8.00

1440 (24hr) 0.9770 1440 (24hr)


Minuto (cm) Minuto


0.00 0.9980 0.00

0.1(6) 1.0010 0.1(6)

0.25(15) 1.0020 0.25(15)

0.5(30) 1.0030 0.5(30)

0.75(45) 1.0035 0.75(45)

1.00 1.0042 1.00

2.00 1.0060 2.00

4.00 1.0085 4.00

8.00 1.0109 8.00

1440 (24hr) 1.0109 1440 (24hr)

CONSOLIDACION UNIDIMENSIONAL DE SUELOS

Peso humedo inicial (Wi) (g) 70.54

Peso humedo final (Wf) (g) 68.51

Peso muestra seca (Ws) (g) 50.97

ETAPA: COMPRESION

Lectura Vertical Tiempo Lectura Vertical

(cm) Minuto (cm)

0.500 Ezfuerzo normal(Kg/cm2) 1.000

1.2023 0.00 1.1846

1.1955 0.1(6) 1.1742

1.1943 0.25(15) 1.1725

1.1935 0.5(30) 1.1710

1.1931 0.75(45) 1.1700

LABORATORIO DE MECANICA DE SUELOS Y ASFALTO

1.1928 1.00 1.1692

1.1917 2.00 1.1660

1.1898 4.00 1.1645

1.1891 8.00 1.1627

1.1868 15.00 1.1618

1.1891 30.00 1.1609

1.1858 60 (1hr) 1.1599

1.1850 120 (2hr) 1.1590

1.1848 240 (4hr) 1.1585

1.1847 480 (8hr) 1.1580

1.1570

1.1846 1440 (24hr) 1.1570


(cm) Minuto (cm)


1.1150 0.00 1.0300

1.0830 0.1(6) 1.0200

1.0790 0.25(15) 1.0173

1.0750 0.5(30) 1.0145

1.0730 0.75(45) 1.0120

1.0700 1.00 1.0100

1.0600 2.00 1.0042

1.0510 4.00 0.9967

1.0430 8.00 0.9895

1.0390 15.00 0.9835

1.0360 30.00 0.9820

1.0340 60 (1hr) 0.9800

1.0322 120 (2hr) 0.9785

1.0318 240 (4hr) 0.9770

1.0310 480 (8hr) 0.9760

1.0302 960 (16hr) 0.9750

1.0300 0.9745

1.0300 1440 (24hr) 0.9745

ETAPA: DESCARGA


(cm) Minuto (cm)


0.9770 0.00 0.9858

0.9805 0.1(6) 0.9890

0.9817 0.25(15) 0.9904

0.9821 0.5(30) 0.9910

0.9829 0.75(45) 0.9920

0.9833 1.00 0.9928

0.9844 2.00 0.9946

0.9852 4.00 0.9966

0.9858 8.00 0.9980

0.9858 1440 (24hr) 0.9980


(cm) Minuto (cm)


1.0109 0.00 1.0222

1.0130 0.1(6) 1.0280

1.0137 0.25(15) 1.0292

1.0145 0.5(30) 1.0307

1.0152 0.75(45) 1.0320

1.0157 1.00 1.0333

1.0173 2.00 1.0370

1.0198 4.00 1.0415

1.0222 8.00 1.0482

1.0222 1440 (24hr) 1.0482

Cálculos1.) Area de la muestra

A= 19.63 cm2

2.) Volumen inicial

Vi= 39.27 cm3

3.) Volumen final

34.23 cm3

1.74

4.) Humedad inicial

38.40

5.) Humedad inicial

34.41

6.) Peso unitario inicial

Vf=

hf=

wi =

wf =

1.80 gr/cm3

7.) Peso unitario final

2.00 gr/cm3

8.) Densidad seca inicial

1.30 gr/cm3

9.) Densidad seca final

1.49 gr/cm3

10.) Volumen de solidos

19.23 cm3

11.) Altura teorica de solidos

0.98 cm

12.) Relacion de vacios inicial

1.0417

γi =

γf =

γ di =

γ df =

Vs =

Hs =

e0 =

13.) Relacion de vacios final

0.7798

14.) Variacion de altura

0.0000 cm

0.0287 cm

0.0177 cm

0.0276 cm

0.0420 cm

0.0850 cm

0.0550 cm

-0.0025 cm

-0.0088 cm

-0.0122 cm

-0.0129 cm

-0.0113 cm

-0.0260 cm

ef =

∆h1 =

∆h2=

∆h3 =

∆h4 =

∆h5=

∆h6=

∆h7 =

∆h8=

∆h9 =

∆h10 =

∆h11=

∆h12 =

∆h13 =

Cálculos15.) Deformacion vertical 20.) Grado de saturacion

0.0000 100

1.4350

0.8850 100

1.3800

2.1000

4.2500

2.7500

-0.1250

-0.4400

-0.6100

-0.6450

-0.5650

-1.3000

16.) Variacion de relacion de vacios

0.0000

0.0293

0.0181

0.0282

0.0429

0.0868

0.0561

-0.0026

-0.0090

ρv1 = Si =

ρv2 =

ρv3 = Sf =

ρv4 =

ρv5 =

ρv6 =

ρv7 =

ρv8 =

ρv9 =

ρv10 =

ρv11 =

ρv12 =

ρv12 =

∆e1 =

∆e2 =

∆e3 =

∆e4 =

∆e5 =

∆e6 =

∆e7 =

∆e8 =

∆e9 =

-0.0125

-0.0132

-0.0115

-0.0265

17.) Relacion de vacios

1.0417

1.0124

0.9943

0.9662

0.9233

0.8365

0.7804

0.7829

0.7919

0.8043

0.8175

0.8291

0.8556

18.) Altura promedio de muestras

2.0000

1.9713

1.9536

1.9260

1.8840

1.7990

∆e10 =

∆e11 =

∆e12 =

∆e13 =

e1 =

e2 =

e3 =

e4 =

e5 =

e6 =

e7 =

e8 =

e9 =

e10 =

e11 =

e12 =

e13 =

Hp1 =

Hp2 =

Hp3 =

Hp4 =

Hp5 =

Hp6 =

1.7440

1.7465

1.7553

1.7675

1.7804

1.7917

1.8177

19.) Altura efectiva de drenaje

1.0000

0.9856

0.9768

0.9630

0.9420

0.8995

0.8720

0.8732

0.8776

0.8837

0.8902

0.8958

0.9088

Hp7 =

Hp8 =

Hp9 =

Hp10 =

Hp11 =

Hp12 =

Hp13 =

Hd1 =

Hd2 =

Hd3 =

Hd4 =

Hd5 =

Hd6 =

Hd7 =

Hd8 =

Hd9 =

Hd10 =

Hd11 =

Hd12 =

Hd13 =

20.) Grado de saturacion

% 0 1.0417

0.25 1.0124

% 0.50 0.9943

1.00 0.9662

2.00 0.9233

4.00 0.8365

6.00 0.7804

4.00 0.7829

2.00 0.7919

1.00 0.8043

0.50 0.8175

0.25 0.8291

0.05 0.8556

0.00 1.2023

0.10 1.0830

0.25 1.0790

0.50 1.0750

0.75 1.0730

Carga Aplicada (kg/cm²)

Relacion de vacios (e)

1.00 10.000.75

0.80

0.85

0.90

0.95

1.00

1.05

Presión - Kg / cm³

Rela

ción d

e V

ací

os

(e)

0.10

1.00

10.00

100.00

1000.00

10000.00

1.0000

1.0100

1.0200

1.0300

1.0400

1.0500

1.0600

1.0700

1.0800

1.0900

LECTURA DEL DIAL 0,0001 vs LOGARITMO DEL TIEMPO (METODO DE CASAGRANDE)

LOGARITMO DEL TIEMPO

LEC

TUR

A D

EL

DIA

L (0

,000

1in)

1.00 1.0700

2.00 1.0600

4.00 1.0510

8.00 1.0430

15.00 1.0390

30.00 1.0360

60.00 1.0340

120.00 1.0322

240.00 1.0318

480.00 1.0310

960 1.0302

1440 1.0300

0.10

1.00

10.00

100.00

1000.00

10000.00

1.0000

1.0100

1.0200

1.0300

1.0400

1.0500

1.0600

1.0700

1.0800

1.0900



LEC

TUR

A D

EL

DIA

L (0

,000

1in)

1.00 10.000.75

0.80

0.85

0.90

0.95

1.00

1.05


Rela

ción d

e V

ací

os

(e)

0.10

1.00

10.00

100.00

1000.00

10000.00

1.0000

1.0100

1.0200

1.0300

1.0400

1.0500

1.0600

1.0700

1.0800

1.0900



LEC

TUR

A D

EL

DIA

L (0

,000

1in)

0.10

1.00

10.00

100.00

1000.00

10000.00

1.0000

1.0100

1.0200

1.0300

1.0400

1.0500

1.0600

1.0700

1.0800

1.0900



LEC

TUR

A D

EL

DIA

L (0

,000

1in)

1.00 10.000.75

0.80

0.85

0.90

0.95

1.00

1.05


Rela

ción d

e V

ací

os

(e)

0.10

1.00

10.00

100.00

1000.00

10000.00

1.0000

1.0100

1.0200

1.0300

1.0400

1.0500

1.0600

1.0700

1.0800

1.0900



LEC

TUR

A D

EL

DIA

L (0

,000

1in)

0.10

1.00

10.00

100.00

1000.00

10000.00

1.0000

1.0100

1.0200

1.0300

1.0400

1.0500

1.0600

1.0700

1.0800

1.0900



LEC

TUR

A D

EL

DIA

L (0

,000

1in)

1.) Area de la muestra

A=

Plantilla - Ensayo de Consolidacion

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