3 CPTU

CPTU

Alberto Ortigo

Histria

1931 Barentsen Simple mechanical cone 1946 Goudsche Mechanical cone 1947 Vermeiden Mantle cone 1964 Fugro Electric cone 1969 Begeman Sleeve friction cone 1975 Torstensson Piezocone 1984 UBC Seismic cone

Cone original

35.6 mm

Piezocones

CPTU

qc

u2

fs

Vantagens do CPT eltrico

Rapidez Acurcia e repetibilidade Perfilagem contnua Aquisio automtica de dados Parmetros geotcnicos estimados

Desvantagens CPT

Complexidade do equipamento No penetra pedregulhos Necessidade de suporte tcnico especializado

ABNT MB 3406

Tipos de cone

Compresso qt

Trao (fs)

Compresso

Subtrao

Mais robusta fs mais acurado

Clulas separadasSubtrao

CPT, 1975

Piezocone 100 MPa

Poropresso, u2

Resistncia de ponta, qc

Atrito lateral, fs

Aquisio de dados

Tela programa

CPT leve

Fugro 200 kN truck

UBC truck on site

UBC truck

CPT light rig

Sonda adaptada

Projecto Baba, Ecuador

CPT Geobeton

CPT Peru

Caminho 200 kN

MOS Grondmechanica

MOS truck

CPT 300 kN

CPTU Belm em balsa

Hidrulico leve

Laboratrio de eletrnica

Calibrao

Pronto para embarque

Saturao elementos porosos

Saturao

Unequal end areas

Aq

AN

AN

Unequal end areasShifted to the right

us

u

Mantel areaof sleeve

Friction sleeve

D

Area ratio a

qc

(MPa)

u (MPa)

0

0.8

0.4

0 0.80.4

1

1 - a

1 - a

a= AAN

T

Correo qc

qt = qc + u2 ( 1-a )

corrigido

a = area ratio = AN / AT = 0.80

Cavitao

Cavitao

Cavitao

PerdaDesaturao

Repetido

CPTU Belm

Estratigrafia

Interpretao

Areia

Argila

Areia

Argila

Depth

qc

Interpretao CPTU

D

e

p

t

h

(

m

)

0

10

30

40

50

60

70

80

20

0 30 0 5 0 4

u0

u2

(MPa) (MPa)(%)

qt Rf u2

Classificao

or

4

Bq

0.0 0.4 0.80.1

1.0

10.0

100.0

98 7

6 5

1112

12

3

10 109

Rf (%)

0 2 4 6 8

109 8

76

5 43

21

1112

q t(

M

P

a

)

1.40.1

1.0

10.0

100.0

Parmetros normalizados

=

=

%

0

vt

q quB

Ponta

Atrito

Poropresso

SBT Soil behaviour type100

10

1

0.1

qtMPa

Zone Normailzed Soil Behavior Type 1 2 3 4 5 6 7 8 9

sensitive fine grainedorganic materialclay to silty clay

clayey silt to silty claysilty sand to sandy silt

clean sands to silty sandsgravelly sand to sand

very stiff sand to clayey sandvery stiff fine grained

SBT Soil behaviour typeq

-

t

v

o

'

v

o

0.11

100

10

1000

1 10

Normalized Friction Ratio

1

23

4

5

6

7 8

9 '

Normalized Classification Chart

fs x 100%q-t vo

N

o

r

m

a

l

i

z

e

d

C

o

n

e

R

e

s

i

s

t

a

n

c

e






Robertson (2009)

Qtn = [(qt - v)/pa] (pa/'vo)n

Fr = [(fs/(qt - vo)] 100%

Parmetros normalizados SBTn

Ponta

Atrito

n = 0.381 (Ic) + 0.05 ('vo/pa) - 0.15n 1 Argilas n = 1

Areias 0.5 > n < 1

Ic = [(3.47 - log Qtn)2 + (log Fr + 1.22)

2]0.5

SBTn Soil behaviour type

qt / pa






Robertson (2009)

SBT x SBTn

Software

Experincia CPTU

CPTUSCPTU

50

(%)

0 30

D

e

p

t

h

(

m

)

-1 0 1

Clay

Sand0

10

30

40

50

60

70

80

20

qc(MPa)

Rf u/qcEstratigrafia

Lente de areia

0

2

4

6

8

10

12

14

16

18

20

qc0 60

(MPa)

D

e

p

t

h

(

m

)

0 3

fs(MPa)

u0 180

(kPa)

Clayseam

Rf0 30

(%)

sand

Santos, SP

Ensaio de piezocone Resultados interpretados

CPT F89

qt (MPa)

0 1 2 3 4 5

P

r

o

f

u

n

d

i

d

a

d

e

(

m

)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

u2 (kPa)

0 200 4000

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

u0

Rf (%)

0 2 4 6 8 100

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

u2

DPPR & Bq

-0.5 0.0 0.50

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

DPPRBq

Olsen et al (1997)

Soil classification

-2-10120

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

A

r

e

i

a

s

e

p

e

d

r

e

g

u

l

h

o

s

A

r

e

i

a

s

p

u

r

a

s

e

s

i

l

t

e

s

S

i

l

t

e

a

r

g

i

l

o

s

o

A

r

g

i

l

a

s

0 1 2 3 40

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

A

r

e

i

a

s

e

p

e

d

r

e

g

u

l

h

o

s

A

r

e

i

a

s

p

u

r

a

s

e

s

i

l

t

e

s

S

i

l

t

e

a

r

g

i

l

o

s

o

A

r

g

i

l

a

s

T

u

r

f

a

s

Robertson et al

Estratigrafia

Aterro

Argila mole

Slte argilosoOCR >1

Silte argilosoOCR >1

Argila mole

Argila mole

Processamento em Sigmaplot

Rejeito Jacobina, BAPiezocone test Interpreted results

CPTU 3

qt (MPa)

0 2 4 6 8

D

e

p

t

h

(

m

)

0

2

4

6

8

10

12

14

16

u2 (kPa)

0 100 200 3000

2

4

6

8

10

12

14

16

u0

Rf (%)

0 2 4 6 8 100

2

4

6

8

10

12

14

16

u2

DPPR & Bq

-0.050.00 0.05 0.100

2

4

6

8

10

12

14

16

DPPRBq

Olsen et al (1997)

Soil classification

-2-10120

2

4

6

8

10

12

14

16

S

a

n

d

a

n

d

g

r

a

v

e

l

C

l

e

a

n

s

a

n

d

s

a

n

d

s

i

l

t

s

S

i

l

t

y

c

l

a

y

s

C

l

a

y

s

u2

u0

PCH Canoa Quebrada, MT

Ensaio de Piezocone Resultados Interpretados

qt (MPa)

0 1 2 30

5

10

15

20

25

u2 (kPa)

0 200 400 600 8000

5

10

15

20

25

Rf (%)

0 1 2 3 4 50

5

10

15

20

25

Bq (%)

0.0 0.4 0.8 1.20

5

10

15

20

25

P

r

o

f

u

n

d

i

d

a

d

e

(

m

)

CPT-03

(Graus)10 20 30 40 50

0

5

10

15

20

25

Silte Argiloso

Estratigrafia

Silte Arenoso

Areia Siltosa com lentes de argila(solo residual)

So Luiz, MA

Santos, SP

0

vt

q quB

CPTU Metro So Paulo

qt (MPa)

0 5 10 15 20 25 30

P

r

o

f

u

n

d

i

d

a

d

e

(

m

)

0

2

4

6

8

10

12

14

16

18

20

22

24

Rf (%)

0 1 2 3 4 5 6 7 8 9100

2

4

6

8

10

12

14

16

18

20

22

24

Ensaio de piezocone - CPTU 1Interpretao CPTINT

u (kPa)

0 250 500 750 10000

2

4

6

8

10

12

14

16

18

20

22

24

u / qc-0.2 0.0 0.2 0.4 0.6 0.80

2

4

6

8

10

12

14

16

18

20

22

24

u0

u2

Penetrao interrompidapor exceder 1a inclinaode segurana do equipamento

Argilasiltosamole

Argila siltosadura

Estratigrafia

Areia muito compacta

Areia

Argila arenosadura

Argila siltosa mdia

Areia

Argila siltosadura

Argila siltosa mdia

CPTU Portobello, SC

qt (MPa)

0 2 4 6

D

e

p

h

t

(

m

)

0

2

4

6

8

10

12

14

16

Rf (%)

0 2 4 6 8 10

u (kPa)

0 250 500

DPPR = u / qt-0.2 0.0 0.2 0.4

Fill

Soft Clay

Clay

Sand

Sand

CPTU White Martins, RS qt (MPa)

0 5 10 15 20 25

D

e

p

t

h

(

m

)

0

2

4

6

8

10

Rf (%)

0 2 4 6 8 100

2

4

6

8

10

u (kPa)

-100 0 100 200 3000

2

4

6

8

10

u / qt-0.2 0.0 0.2 0.40

2

4

6

8

10

u0

u2

Rejeito de ouro, RPM, Kinross

qc (MPa)

0 1 2 3 4 50

2

4

6

8

10

12

14

16

18

20

22

24

u2 (kPa)

0 100 200 300 400 500

u0

fs (MPa)

0.00 0.05 0.10 0.15

u2

u / qc 0.0 0.2 0.4 0.6 0.8

UBC PennDOT

0 30 0.0 0.5 0 10 0 800

u0

0 0.4 0.8

qc fs Rf u u/qc(MPa) (MPa) (kPa)(%)

Depth (m)

0

4

6

8

2

10

12

14

UBC PennDOT

sand

clay

transition

clayey siltto sand

fill2

4

6

8

10

12

14

0 10 0.0 0.8

D

e

p

t

h

(

m

)

0 300

qc Rf u/qc(MPa) (%)

u0

clay seam

Interpretao em argilas

Undrained strength cu

kt

vtu N

qc 0

0

0 305.0v

vtqOCR

8.0

0

23.0 OCRc

v

u

Nkt = 14

CPTU & VST Belm

e0

0 1 2 3 4 50

2

4

6

8

10

12

14

16

18

cu (kPa)

0 10 20 30 40 50 60 70 800

2

4

6

8

10

12

14

16

18

20

Amolgada (VST)Indeformada (VST)Indeformada (CPTU)

(kN/m3)12 13 14 15 16 17

0

2

4

6

8

10

12

14

16

18

(%)

0 50 100 150

P

r

o

f

(

m

)

0

5

10

15

20

LPLLw

Mdulos de deformao

Janbu M = qt

Young E50 = qt

Shear Gmax = qt

M em argilas

qt (MPa) < 0.7 3 - 80.7 -2 2 - 5 Clay of low plasticity (CL)> 2 1 - 2.5> 2 3 - 6

Silts of low plasticity (ML)< 2 1 - 3< 2 2 - 6 Highly plastic silts & clays (MH, CH)< 1.2 2 - 8 Organic silts (OL)< 0.7:

50 < w < 100 1.5 - 4100< w < 200 1 - 1.5 Peat and organic clay (P t, OH)w > 200 0.4 - 1

(Sanglerat 1972)

M(qt - vo) / pa0 10 20 30 40 50 60

M

/

p

a

0

100

200

300

400

500

600

700

TrollGlavaPotomacDrammenYorktownMadingleyBrent CrossOnsoyPorto TolleMontaltoTarantoHaga

(Kulhawy & Mayne, 1990)

M = 8.25 (qt - vo)

Mdulo M

Fr

0.1 1 10

Qtn

1

10

100

1000

1

2

3

4

5

6

7 8

9

M=Km.Pa.(vo/Pa)a

5

10

25

100

200

400

600

800

1200

2000 > 2.2

< 2.2

= QtnQtn

= 14

< 14

> 14

Clculo de recalques

qt M Recalques

HM

S v

Interpretao em areias

Areias

Densidade relativa Dr = f (qf / vo )

ngulo de atrito tan log (qf / vo )

N SPT

10- 3 10-2 10- 1 1000.0

0.2

0.4

0.6

0.8

1.0sandsilt sandclay

sand siltto silt

clayey silt to silty clay

qN

c e0.67 D500 77.

D50 (mm)

qt / N

em areias

N q = qc / 'v01 10 100 1000

t

a

n

0.4

0.6

0.8

1.0

1.2

tan =0.155 + 0.351 log Nq

(Campanella & Robertson,1983)

Densidade relativa

100 1000

20

40

60

80

100

Low compressibility

Units: kPa qc vo 0 5.

Dr (%)

Dr = 121 83 log qc vo 0 5.

High compressibility

(Jamiolkowsky et al, 1985)

E50

0 10 20 30 40 500

10

20

30

40

50

E50(MPa)

qc (MPa)

v0 = .4 MPa

.2 MPa

.1 MPa

.05 MPa

E50 = 2 qc

(Baldi et al, 1981)

Gmax

300

250

200

150

100

50

0

Gmax(MPa)

qc (MPa)10 20 30 40 500

v0 = .8 MPa

.4 MPa

.2 MPa

.1 MPa

.05 MPa

Gmax = 125 N 0.611

Imai & Tonouchi (1982)

(qc/N = 4.5)

Peso especfico

ngulo de atrito areias

ngulo de atrito areias

Fr

0.1 1 10

Qtn

1

10

100

1000

1

2

3

4

5

6

7 8

9

32

34

36

38

40

'p=42

Velocidade de propagao Vs

m/s

Fr

0.1 1 10

Qtn

1

10

100

1000

1

2

3

4

5

6

78

9

Go=KG.pa.('vo/pa)0,5

KGaG

5

10

20

50

100

200

400

600

800

1200

2000

Mdulo G0

10 %

Modulo de Young E Areias

0.1%

Mdulo de Young E50

Fr

0.1 1 10

Qtn

1

10

100

1000

1

2

3

4

5

6

7

8

9

E'=KE.pa.('vo/pa)0,5

KEaE

2

5

10

160

320

480

640

960

1600

CPTU Belm 45 m

3 CPTU

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