Post on 04-Nov-2015
description
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
CPT-M
CPT-M
CPT-M
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
CPT light rig
Sonda adaptada
Projecto Baba, Ecuador
CPT Geobeton
CPT Peru
Caminho 200 kN
MOS Grondmechanica
MOS truck
CPT
CPT 300 kN
CPTU Belm em balsa
Hidrulico leve
Laboratrio de eletrnica
Calibrao
Pronto para embarque
Saturao elementos porosos
Saturao
Saturao
Saturao
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
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
Robertson (2009)
SBT
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
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
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