Transcript Document

SEISMIC DILATOMETER
FLAT DILATOMETER
EUROCODE 7 (1997). Standard Test Method, European Committee for Standardization
Part 3: Design Assisted by Field Testing, Section 9: FLAT DILATOMETER TEST (DMT), 9 pp.
TC16 (1997). “The DMT in soil Investigations”, a report by the ISSMGE Technical
Committee tc16 ON Ground Property, Characterization from in-situ testing, 41 pp.
ASTM (2002). Standard Test Method D6635-01, American Society for Testing and Materials
The standard test method for performing the Flat Dilatometer Test (DMT), 14 pp.
WAYS OF INSERTING THE BLADE
Pushed by truck
Pushed by a drill rig
Driven by
a drill rig
Pushed from
a fixed platform
Driven by
SPT Tripod
Driven or pushed
by a static/dynamic
penetrometer
“TORPEDO” INSERTION METHOD
Torpedo
L3m
SDMT TEST RESULTS
SHEAR WAVE
VELOCITY
Vs (m/s)
DMT TABULAR OUTPUT
LEGEND
Z = Depth Below Ground Level
Ud = Pore Press. Index
Po,P1,P2 = Corrected A,B,C readings
Gamma = Bulk unit weight
Id = Material Index
Sigma' = Effective overb. Stress
INTERPRETED PARAMETERS
Phi = Safe floor value Friction Angle
Cu = Undrained shear strength
Ko = In situ earth press. coeff.
Ocr = Overconsolidation ratio
M = Constrained modulus (at Sigma')
Z
A
B
C
Po
P1
P2 Gamma Sigma' Uo
Phi
M
(m)
(kPa)
(kPa)
(kPa)
(kPa)
(kPa)
(MPa)
(Deg)
(MPa)
0.6
105
330
121
320
15.7
10
0
1.66
11.8
6.9
41
18.4
SANDY SILT
0.8
73
255
91
245
15.7
13
0
1.70
6.8
5.4
39
11.4
SANDY SILT
1.0
81
350
94
340
16.7
16
0
2.61
5.7
8.5
38
17.1
SILTY SAND
1.2
76
267
93
257
15.7
18
2
1.80
5.1
5.7
37
10.6
SANDY SILT
1.8
33
135
55
125
15.7
21
8
1.50
2.2
2.4
2.5
SANDY SILT
2.0
119
225
140
215
15.7
23
10
0.57
5.8
2.6
1.3
5.3
5.0
19
SILTY CLAY
2.2
117
201
140
191
15.7
24
12
0.40
5.4
1.8
1.2
4.7
3.3
18
SILTY CLAY
2.4
106
173
129
163
14.7
25
14
0.29
4.6
1.2
1.1
3.7
2.0
16
MUD
2.6
115
185
138
175
15.7
26
16
0.30
4.7
1.3
1.1
3.8
2.2
17
CLAY
2.8
112
178
135
168
14.7
27
18
0.28
4.4
1.1
1.0
3.4
1.9
16
MUD
3.0
111
177
134
167
14.7
28
20
0.28
4.1
1.1
1.0
3.1
1.8
15
MUD
(kPa) (kN/m^3)
(kPa)
Id
Kd
(kPa)
Ed
Ud
Ko Ocr
Ed = Dilatometer modulus
Uo = Pore pressure
Cu
(kPa)
D1
DESCRIPTION
…………………………………..
28.0
785
955
803
945
17.7
186
265
0.26
2.9
4.9
0.76
1.8
6.1
65
CLAY
28.2
795
915
816
905
16.7
187
267
0.16
2.9
3.1
0.77
1.8
3.8
66
CLAY
28.4
805
995
822
985
17.7
189
269
0.29
2.9
5.6
0.77
1.8
7.0
67
CLAY
28.6
800
985
817
975
17.7
190
271
0.29
2.9
5.5
0.76
1.8
6.7
66
CLAY
28.8
790
945
809
935
17.7
192
273
0.23
2.8
4.4
0.74
1.7
5.2
64
CLAY
29.0
790
955
808
945
17.7
193
275
0.26
2.8
4.7
0.73
1.7
5.6
64
CLAY
29.2
755
1070
766
1060
17.7
195
277
0.60
2.5
10.2
0.67
1.4
11.1
57
CLAYEY SILT
29.4
795
950
814
940
17.7
196
279
0.24
2.7
4.4
0.72
1.6
5.1
64
CLAY
29.6
850
1070
866
1060
17.7
198
281
0.33
3.0
6.7
0.77
1.8
8.4
71
SILTY CLAY
29.8
845
1015
863
1005
17.7
200
283
0.24
2.9
4.9
0.76
1.8
6.1
70
CLAY
30.0
890
1050
909
1040
17.7
201
284
0.21
3.1
4.6
0.81
2.0
5.9
77
CLAY
SETTLEMENT PREDICTION
Bullock & Failmezger (Porto 2004)
DISTORTIONS IN CLAY
CONE
WEDGE
DETECTING SLIP SURFACES IN A SLOPE
1
SLIDING
3
2
REMOULDING
4
RECONSOLIDATION
(NC STATE)
INSPECT KD
PROFILE
COMPACTION CONTROL
MDMT (kPa)
Depth Z(m)
DMT reflects more
sensitively
compaction benefits
and modulus
increase
LIQUEFACTION RECOMMENDATIONS
Seismicity of the area amax / g Kd,min
Nonseismic
/
1.7
Low seismicity
0.15
4.2
Average seismicity
0.25
5.0
High seismicity
0.35
5.5
Kd limits for
safety vs liquefaction
For magnitude = 7.5
earthquake
H RELAXATION BEHIND A LANDSLIDE
’ Horizontal Stress
1
3
2
Absolute Elevations (m)
kPa
1
2
3
Landslide in Milazzzo, Sicily
Cu comparisons
Field Vane at
Skeena Ontario Canada
National Site
BOTHKENNAR UK
National Site
FUCINO ITALY
kPa
0
kPa
Z (m)
Z (m)
5
10
15
20
Mekechuk 1983
Nash et al., Géotechnique,
June 1995, p. 173
A.G.I., 10th ECSMFE Firenze
1991 Vol. 1, p. 37
Cu in Recife Clay – Brazil
Univ. of Pernambuco Research Site 1
Malaysian Clays
Wong, J.T.F. & Dobie, M.J.D. 1990
Coutinho et al., Atlanta ISC 1999
M comparisons
ONSOY Clay (NORWAY)
SITES IN VIRGINIA, U.S.A.
M in Tokyo Bay Clay
CONSTRAINED MODULUS M (MPa)
Z (m)
CONSTRAINED MODULUS M (MPa)
Norwegian Geotechnical Institute (1986).
"In Situ Site Investigation Techniques
and interpretation for offshore practice"
Report 40019-28 by S. Lacasse, Fig. 16a, 8 Sept 86
FAILMEZGER, 1999
Geotechnical Research Center
Kiso-Jiban Consultants Co., Tokyo
SDMT SISMOGRAMS
Z
(m)
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
AS RECORDED
RE-PHASED
SDMT REPEATABILITY
Z [m]
Each Vs corresponds to
a single blow of the
hammer
Differences of Vs: 1 m/s
10.0
10.5
11.0
11.5
12.0
12.5
13.0
13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Vs [m/s]
101
99
98
99
97
94
99
95
103
117
98
115
114
113
122
119
128
127
125
119
124
101
99
98
100
96
94
99
95
103
117
98
115
114
113
123
119
128
127
125
119
124
117
98
124
VALIDATION
SDMT at
FUCINO
Research
Site
June 2004
DMT WORLD COMMUNITY
NORTH AMERICA
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Pescara, ITALY
Ljubljana, SLOVENIA
Brno, CZECH REPUBLIC
Adria, ITALY
Bandung, INDONESIA
Seoul, KOREA
Chennai, INDIA
Ljubljana, SLOVENIA
Gdansk, POLAND
Tianjin, China
Seoul, Korea
Brisbane, Australia
Schoten, Belgium
Canelas, Portugal