seismic flat dilatometer (sdmt) 4. 2015/4...29 may 2015 eng. diego marchetti seismic flat...
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Eng. Diego Marchetti29 May 2015www.marchetti-dmt.it
Seismic Flat Dilatometer (SDMT)Working Principle, Equipment, Test Procedure, Results
MiddelfartDenmark
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Lab Testing In Situ Testing: SCPT & SDMT
In situ testing : simple, fast, economical,repeatable, provides continuous soil profile,results real time, ..
In Sand :recovering undisturbed samples very difficultand in situ testing is the state-of-practice.
Caution : laboratory is the basis for research
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TOO SLOW !
Mayne et al: State-of-the-Art Lecture (Alexandria Egypt 2009)17th Int. Conference on Soil Mechanics and Geotechnical Engineering
SCPT & SDMT fast and convenient tools for everyday investigations
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SDMT Equipment
DMT(static)
Seismic(dynamic)
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DMT equipment
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DMT Flat Dilatometer equipment
BLADE
FLEXIBLEMEMBRANE(D = 60mm)
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DMT Test Layout
blade
rods
penetrationmachine
pneumatic-electric cable control box
gas tank(air, nitrogen,etc)
Test Procedure
stop every 20 cm
P0: Lift-off pressure
P1: Pressure for1.1 mm expansion
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DMT Equipment (mechanical)
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Machines for advancing the DMT andSDMT equipment
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Truck Penetrometer (most efficient)
cable exitsfrom rods
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Light Penetrometer (most common)
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Role of penetration for CPT and DMT
CPT – measurements performed during penetration
at a fix speed of 2 cm / sec (with some tolerance)
DMT – penetration necessary to arrive at next test
depth, without constraint on penetration speed.
Measurements when blade is not moving
High flexibility to advance DMT in the soil
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Many ways of advancing the blade
Driven by Spt tripod
Driven by drill rig
Pushed by drill rig Driven or pushed bylight penetrometer
Pushed by a fixed platformPushed from a barge
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Drill Rig – downhole Torpedo method
• TORPEDO pre-assembled before test and joined to drill rods
• Cable exits from slot of adaptor and is taped to drill rods
• Drill rods + torpedo inserted at bottom of borehole (then advance 20 cm)
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DMT test from Jack-up
Venice lagoon, Italy (MO.SE.) Roskilde Fjord,Frederikssund - Denmark
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Seafloor DMT
WATERDEPTH 0 to 100 m - PUSH CAPACITY 5 ton
Max test depth is the depth penetrable with 5 ton push.
6-7 ton ballast(built locally)
Shipped byair (50 Kg)
4 bolts
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First Seafloor DMT test: 13 June 2014
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First Seafloor DMT test: 13 June 2014
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First Seafloor DMT test: 13 June 2014
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SEAFLOOR DILATOMETER
Shipped by air (50 Kg)
Seafloor
ballast built locally ballast built locally
Supportanchoredto ballast
SeismicDilatometer
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SEAFLOOR DMT (2015 USA – river bed)
2015 April 30th
6.5 ton ballast (steel plate)
5 ton push (max)
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Field data and Interpretation of the Results
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Field Data
Z(m)
P0
(kPa)P1
(kPa)
0.200.400.600.801.001.20…
220210305310285290…
300310420450380390…
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DMT Intermediate parameters
Intermediate ParametersDMT Field Readings
P0
P1
Kd: Horizontal Stress Index
Ed: Dilatometer Modulus
Id: Material Index
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DMT Formulae – Interpreted parameters
Intermediate
Parameters
Id
Kd
Ed
Interpreted Geotechnical Parameters
Cu: Undrained Shear Strength
Ko: Earth Pressure Coeff (clay)
OCR: Overconsolidation ratio (clay)
Φ: Safe floor friction angle (sand)
γ : Unit weight and description
M: Constrained Modulus
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ID contains information on soil type
Performing DMT, immediately notice that:
p1
CLAY
pp0
SAND
p0
p1
p
SILT falls in between
ID=(p0 -u0)
(p1 -p0)
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ID contains information on soil type
SAND
CLAY
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KD contains information on stress history
KD is an ‘amplified’ K0, because (p0 - u0)is an ‘amplified’ σ’h, due to penetration
KD =σ’v
(p0 - u0)
p0
DMT
Definition of KD similar to K0:
Very roughly Kd ≈ 4 KoE.g. in NC : Ko ≈ 0.5 and Kd ≈ 2
KD reflects ‘stress history’ (OCR)
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Depth
Z
Kd
KD contains information on stress history
2
KD = 2 in NC clay (OCR = 1)
NC
OC
KD > 2 in OC clay (OCR > 1)
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KD contains information on stress history
OC Kd > 2
NC Kd͌ 2
Taranto 1987
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KD correlated to OCR (clay)
ExperimentalKamei & Iwasaki 1995
TheoreticalFinno 1993
TheoreticalYu 2004
OCR = Kd
1.56
Marchetti 1980 (experimental)0.5
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KD correlated to K0 (clay)
Theoretical2004 Yu
ExperimentalMarchetti (1980)
K0 =Kd 0.47
Marchetti 1980 (experimental)1.5
0.6
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ED contains information on deformation
Theory of elasticity:
ED = elastic modulus of the horizontal load test performed
by the DMT membrane (D = 60mm, 1.1 mm expansion)
1.1 mm
DMT
ED= 34.7 (P1 -P0)
Gravesen S. "Elastic Semi-Infinite Medium bounded by a Rigid Wall with a CircularHole", Danmarks Tekniske Højskole, No. 11, Copenhagen, 1960, p. 110.
ED not directly usable corrections(penetration,etc)
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M obtained from Ed using information onstress history (Kd) and soil type (Id)
ED (DMT modulus)
MConstrained
Modulus
KD (stress history)
ID (soil type)
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Definition of M (no ambiguity)
Vertical drained confinedtangent modulus (at σ'vo)
M = Eoed = 1/mv = ∆σ'v / ∆εv (at σ'vo)
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M Comparison from DMT and from Oedometer
Norwegian Geotechnical Institute (1986)."In Situ Site Investigation Techniques andinterpretation for offshore practice".Report 40019-28 by S. Lacasse, Fig. 16a,8 Sept 86
ONSOY Clay – NORWAY
Constrained Modulus M (Mpa)
Constrained Modulus M (Mpa)
Tokyo Bay Clay - JAPAN
Iwasaki K, Tsuchiya H., Sakai Y.,Yamamoto Y. (1991) "Applicability of theMarchetti Dilatometer Test to SoftGround in Japan", GEOCOAST '91,Sept. 1991, Yokohama 1/6
Virginia - U.S.A.
Failmezger, 1999
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Cu from OCRLadd SHANSEP 77 (SOA TOKYO)
Ladd: best Cu measurement not from TRX UU !!
Using m ≈ 0.8 (Ladd 1977) and (Cu/σ’v)NC ≈ 0.22 (Mesri 1975)
Cu
σ’v OC
=Cu
σ’vNC
OCR m OCR = 0.5 Kd
1.56
Cu = σ’v 0.5 Kd
1.250.22
best Cu from oed OCR Shansep
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A.G.I., 10th ECSMFE Firenze 1991Vol. 1, p. 37
Cu at National Site FUCINO – ITALY
different CPT profileaccording to Nc value
(Nc 14-22)
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Cu comparisons from DMT and from other tests
Recife - Brazil
Coutinho et al., Atlanta ISC'98 Mekechuk J. (1983). "DMT Use on C.N.Rail Line British Columbia",First Int.Conf. on the Flat Dilatometer,Edmonton, Canada, Feb 83, 50
Skeena Ontario – Canada Tokyo Bay Clay - JAPAN
Iwasaki K, Tsuchiya H., Sakai Y.,Yamamoto Y. (1991) "Applicability of theMarchetti Dilatometer Test to SoftGround in Japan", GEOCOAST '91,Sept. 1991, Yokohama 1/6
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Interpretation of Soil Description & Unit weight
I )EQUATION OF THE LINES:
SOIL DESCRIPTION
0.6
Material Index
If PI>50, reduce by 0.1
D
Dil
atom
ete r
Mod
ulus
0.1
and/or
PEAT5
MUD12
10
20
50
( )1.5
0.2 0.5
MUD
A
B
C
0.33
1.6
1.8
1.7
1000
(bar
)E
100
200
D
500
2000
D
0.585
0.6570.694
CLAY
2.05
DC
AB 0.621
m
1.9
SILTY
2.0132.2892.564
1.737
n
E =10(n+m log
3.3
1.7
γ
1
I
2
D
0.8 1.2
1.6
1.7
1.8
5
SAND
2
1.8
1.9
2.15
1.95
1.8
2.1
SILT
CL
AY
EY
SILTY
SA
ND
Y
D
and ESTIMATED γ/γwChart for evaluating:
ɣ unit weight ( σ'vo profile)
Soil description
as f (ID, ED)
Material Index ID
Dila
tom
ete
rM
od
ulu
sE
D(b
ar)
Marchetti & Crapps 1981
Example red dot:
ID = 1.6, Ed = 200 bar
Ɣ = 1.8 Ɣw
Soil description: sandy silt
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C-reading
Readings:
ON OFF ON (OFF) ON
P0 P1 C (P2)
Audio signal:
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C readings (in sand): pore water pressure
Schmertmann 1988 (DMT Digest No. 10, May 1988, Fig. 3)
SAND: C ≈ Uodrainage (≈ piezometer)
CLAY: C > Uono drainage (≈ highlights ∆u)
Du≈0
Du≈0
Du>0
UD=(p0 -u0)
(p2 -u0)
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Example of C readings
Catania Harbour - 2012
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Example of C readings
Catania Harbour - 2012
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Example of C readings
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wedge vs cone (dissipation)
Dissipation test in cohesive soilsestimate coefficient consolidation & permeability
Time (min)
h(k
Pa
)
Totani et al. (1998)
wedgeFrom a ≈ miniembankmentLarger volumein a lessdisturbed zone
coneFrom u(t) ina singularhighlydisturbedpoint
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Acquisition DMT Dissipation (T, A)
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DMT Dissipation Interpretation (Ch, Kh)
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Validation of consolidation coefficientDMT vs. other dissipation tests
Totani et al. ISC '98 - Atlanta, Georgia (USA)
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Seismic Dilatometer (2004)
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SDMT – Test Layout
Acquisition Board
DM
TS
eis
mic
pro
be
Top Sensor
Bottom Sensor
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Shear wave velocity measurement
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Hammer generating shear wave
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Data Acquisition is rapid (7-8 sec)
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Vs interpretation real time
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Automatic delay evaluation
Cross-correlation algorithm
shift red signal back
towards blu signal, until
best superimposition is
obtained
Δt = wave delay
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SDMT main features
Accuracy of delay (Δt) calculation
• true-interval (2 receivers instead of 1)
• Trigger offset no influence on Δt calculation
• Same wave to both receivers
• Signals are amplified and digitized in depthclean waves delay Δt very clear
• Vs interpretation
• Automatic
• operator independent
• real time
• Test execution is rapid
• no hole
• no wait for cementation (e.g. crosshole, downhole)
SDMT
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Fucino-TelespazioNational Research Site
(Italy) 2004
SDMT(2004)
SCPTCross HoleSASW
AGI (1991)
Vs at National Site FUCINO – ITALY
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Vs validations
Bothkennar(UK)
Treporti-Venezia(Italia)
Zelazny Most(Polonia)
0
5
10
15
20
25
30
35
40
0 100 200 300 400Vs (m/s)
Z(m
)
SDMT P.I.
SDMT T.I.
SCPT P.I.
SDMT pseudo-intervalSDMT true-intervalSCPTU pseudo-interval
Młynarek et al.(2006)
McGillivray &Mayne (2004)
Hepton(1988)
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Soils testable by DMT/SDMT
DMT• ALL SANDS, SILTS, CLAYS• Very soft soils (Cu = 2-4 kPa, M=0.5 MPa)
• Hard soils/Soft Rock (Cu = 1 MPa, M=400 MPa)
• Blade robust (safe push 25 ton)
SDMT• All penetrable soils
• Non penetrable soils (gravel, rock, ..):
inside a backfilled borehole
Max depth: 135 m in L’Aquila (2009)
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Vs in non-penetrable soils
Totani (2009)
Method (downhole):
Drill borehole
careful backfill of borehole with
gravel (grains D = 5-15 mm)
Vs in borehole
the sand
travelpath
is similar
Travelpath includes short path in the
sand backfill similar for both receivers
delay Δt does not change
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SDMT validation in non-penetrable soils
(only Vs in sandfilled borehole - no DMT !!!)
In penetrable soils both
procedures are possible
results ≈ same
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SDMT in borehole (140m) – Aquila (ITALY)
SHEAR WAVE VELOCITY (m/s)Aquila (Earthquake – 2009)Fill Material
Calcareous Breccia
LACUSTRINE DEPOSITS:
SILTY SAND and
CLAYEY-SANDY SILT
De
pth
(m)
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Main Applications using SDMT results
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SDMT main graph
DMT Seismic DMT
GO= ρ Vs2
grain size stress historycompressibility strength Vs and G0
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SDMT repeatability
repeatability ≈ 1-2%
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Other SDMT results
OCR (clay)
K0 (clay)
Soil description
Unit weight ɣ (kN/m3)
Friction angle (sand)
Pore water pressure (sand)
Ch and Kh (clay & silt)
Vp (compression wave)
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KD indicator of Stress History
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KD indicator of stress history
Calibration chamber tests with prestraining cycles
Jamiolkowski & Lo Presti ISC'98 Atlanta
CC TEST N. 216 IN TICINO SAND
Kd increased 7 times the increaseof penetration resistance
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Stress History: effects on CPT and DMT
Effect of SH onnormalized Qc (CPT)
Lee 2011, Eng. Geology – CC in sand
Effect of SHon KD (DMT)
Kd more reactive than Qc to Stress History
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Stress History may have a very strong impacton settlement and liquefaction huge costsavings, especially in medium-big projects
KD leads to a more economical design
Two sites: same Qc, different OCR. Site 2 much ‘stronger’
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Main SDMT applications
Settlements of shallow foundations
In situ G-γ decay curves
Compaction control
Liquefaction risk analysis
Slip surface detection in OC clay
Seismic design (Eurocode 8)
Laterally loaded piles (P-y curves)
Diaphragm walls (springs model)
FEM input parameters (es. Plaxis)
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DMT for Settlements
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Main DMT Application: Settlement prediction
LOAD
Boussinesq
Δσv
SOIL
DMT
M
ƩS =Δσv
MΔz
1-D approach (classic Terzaghi)
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Many publications & case histories ofgood agreement between measured andDMT-predicted settlements / moduli:
• Vargas (2009)
• Bullock (2008)
• Monaco (2006)
• Lehane & Fahey (2004)
• Mayne (2001, 2004)
• Failmezger (1999, 2000, 2001)
• Crapps & Law Engineering (2001)
• Tice & Knott (2000)
• Woodward (1993)
• Iwasaki et al. (1991)
• Hayes (1990)
• Mayne & Frost (1988)
• Schmertmann 1986,1988)
• Steiner (1994)
• Leonards (1988)
• Lacasse (1986)
…
…
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Observed vs. predicted by DMTSilos on Danube Bank (Belgrade )
DMT Settlement prediction: 77 cmMeasured Settlement: 63 cmDMT +22%
D. Berisavijevic, 2013
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Observed vs. predicted by DMTDormitory Building 13 storeys (Atlanta - USA)
DMT
observed
Settlements profile: Measured vs DMT predicted
(Piedmont residual soil)
Mayne, 2005
SPT Settlement prediction: 460 mm
DMT Settlement prediction: 250 mm
Observed Settlement: 250 mm
SPT large error conservative expensive !!!
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M at Sunshine Skyway BridgeTampa Bay – Florida
World record span for cablestayed post-tensioned concretebox girder concrete construction
(Schmertmann – Asce Civil Engineering – March 1988)
M from DMT ≈ 200 MPa (≈ 1000 DMT data points)M from laboratory: M ≈ 50 MPaM from observed settlements: M ≈ 240 MPa DMT good estimate of M
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DMT Settlements software
Settlement prediction using DMT Settlements
software from the Constrained Modulus obtained
with the Flat Dilatometer in Bogotà two weeks
ago (May 9th) in a 30 m SDMT test lasted 4 hours
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SDMT Escuela Colombiana 9 May 2015
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SDMT Escuela Colombiana 9 May 2015
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SDMT Escuela Colombiana 9 May 2015
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SDMT Escuela Colombiana 9 May 2015
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SDMT Escuela Colombiana 9 May 2015
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SDMT Escuela Colombiana 9 May 2015
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SDMT Escuela Colombiana 9 May 2015
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Possible reasons DMT good settlement predictions
Baligh & Scott (1975)
measure zone
measurezone
Stiffness ≠ Strength
2. Modulus by mini load test relates betterto modulus than penetration resistance
1. Wedges deform soil less than cones
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Possible reasons DMT predicts well settlement
Mayne(2001)
Soil is loaded at strain level for deformation analysis
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Go and MDMT on the G - γ decay curve
G0 / MDMT may provide an estimate of in situ G-γ decay curve- Amoroso et al (2014, 2012)
- Marchetti et al (2008) in Schmertmann Volume
- Lehane & Fahey (2004) Porto ISC-2 – non linear settlement analysis from in situ tests
HARA (1973)
YOKOTA et al. (1981)
TATSUOKA (1977)
SEED & IDRISS (1970)
ATHANASOPOULOS (1995)
CARRUBBA & MAUGERI (1988)
0.05 to 0.1%
HARA (1973)
YOKOTA et al. (1981)
TATSUOKA (1977)
SEED & IDRISS (1970)
ATHANASOPOULOS (1995)
CARRUBBA & MAUGERI (1988)
0.05 – 0.1%
Maugeri (1995)
Mayne (2001)Ishihara (2001)
SDMT G0 - small strain modulus
MDMT - working strain modulus (γ = 0.05 – 0.1 %)two points
low GO/M
high GO/M
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0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
no
rma
lized
sh
ea
rm
od
ulu
s,G
/G0
shear strain,g (%)
GDMT/G0 sand:gDMT ≈ 0.015 - 0.30 %
GDMT/G0 silt and clay:gDMT ≈ 0.23 - 1.75 %
G0 (Vs) from SDMT
1.2Sands (Darendeli2001)
Silts and clays with PI=0-50%(Darendeli2001)
Silts and clays with PI=50-100%Darendeli (2001)
Sands (experimentaldata)Silts and clays (experimentaldata)
"typical shape" G/G0-γcurves in different soiltypes
range of values of GDMT/G0 andcorresponding shear strain γDMT determinedby the "intersection" procedure in differentsoil types
G - γ decay curve: experimental results
(Amoroso et al. 2012, 2014)
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SDMT experimental data usedto assist the construction of ahyperbolic equation
Summary of results
(Amoroso et al. 2014)
Comparison betweenhyperbolic and "measured"stiffness decay curves
DMTDMTG
GG
G
γ
γ
−+
=
11
1
00
0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1 10
DSDSS - Roio Piano S3 C2
GDMT/G0 Roio Piano S3 C2
Hyperbolic curve
ROIO PIANOClayey silt(b)
no
rmal
ize
dsh
ear
mo
du
lus,
G/G
0
shear strain,g (%)
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Compaction Control
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DMT for Compaction Control
The high sensitivity to changes of stresses and density make the DMT particularly
suitable for detecting benefits of SOIL IMPROVEMENT
Compaction of a loose sandfillResonant vibrocompaction technique
Van Impe, De Cock, Massarsch, MengéNew Delhi (1994)
Dep
th(m
)
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DMT vs CPT sensitivity to Compaction
Schmertmann (1986) DYNAMIC COMPACTION of sand site.MDMT % increase ≈ twice % increase in Qc
Jendeby (1992) monitored DEEP COMPACTION in a sand fillby VIBROWING. MDMT increase ≈ twice increase in Qc.
Pasqualini & Rosi (1993) VIBROFLOTATION job :
"DMT clearly detected improvement even in layers wherebenefits were undetected by CPT".
Ghent group (1993) before-after CPTs DMTs to evaluateeffects (±∆σh , Dr) by PILE (Atlas) INSTALLATION"DMTs before-after installation demonstrate more clearly
[than CPT] beneficial effects of Atlas installation".
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Compaction Control DMT vs CPT
Jendeby 92: Qc & Mdmt before & after compaction of a loose sandfill
Before compaction
After compaction
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Subgrade Compaction Control
MDMT acceptance profile(max always found at 25-26 cm)
Bangladesh Subgrade Compaction Case History90 km Road Rehabilitation Project
Acceptance MDMT profile fixed and used asalternative/fast acceptance tool for quality control ofsubgrade compaction, with only occasional verificationsby originally specified methods (Proctor, CBR, plate),(Marchetti, 1994)
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DMT for Liquefaction Risk Assessment
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Liquefaction risk assessment
Robertson & Wride (1998) CRR by CPT adequate for low-risk projects. For high-risk: estimate CRR by more than onemethod
Youd & Idriss (NCEER Workshops 2001) use 2 or moretests for a more reliable evaluation of CRR
Idriss & Boulanger (2004) the allure of relying on a singleapproach (e.g. CPT-only) should be avoided
Jamiolkowski (1985, 11 ICSMFE) reliable predictions ofCRR require the development of some new in situ device[other than CPT or SPT] much more sensitive to theeffects of past stress and strain histories
VERY CAUTIOUS RECOMMENDATIONS USING SPT AND CPT
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Basis of the correlation CRR-KD
Research has pointed out:
KD sensitive to stress history (including aging),cementation, structure …
KD correlated with relative density and in situstate parameter
all factors known to influence liquefaction resistance
KD ≈ Stress History Index ≈"cumulative" index
parameter of liquefaction resistance
Horizontal Stress Index KD = (p0- u0) /σ'v0
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Summary of CRR-KD correlations(Seed & Idriss 1971 simplified procedure)
MAGNITUDE M = 7.5 – CLEAN SAND
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SDMT for LIQUEFACTION
SDMT provides 2 independent evaluations of CRR
Andrus & Stokoe (2000)Andrus et al. (2004)
CRR from VsCRR from KD
Marchetti ASCE 2013
... good to have more than one method for CRR …
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SDMT for LIQUEFACTIONVittorito – L’Aquila (April 2009)
Kd
Vs
Moment magnitude MW: 6.3Distance from the epicentre: 45 kmPeak ground acceleration PGA: 0.065 g
CSR
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SDMT for LIQUEFACTION
Liquefaction depth from Vs: 1-2.5 m
0
0.1
0.2
0.3
0.4
0.5
0.6
0 50 100 150 200 250
Normalized shear wave velocity, Vs1 (m/s)C
yclic
Str
ess
Ra
tio
,C
SR
or
Cyc
licR
esis
tan
ce
Ra
tio
,C
RR
Fc <=5%
Fc= 15%
Fc >= 35%
LIQUEFACTION
NOLIQUEFACTION
Monaco et al. (2009, 2010)
Liquefaction depth from KD: 2-6 m
0
0.1
0.2
0.3
0.4
0.5
0 2 4 6 8 10
Cyc
licS
tress
Ra
tioC
SR
or
Cyc
licR
esi
stance
Ratio
CR
R
KD
LIQUEFACTION
NO LIQUEFACTION
Both Kd and Vs indicated Liquefaction (red points)
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Liquefaction case history in Costarica
“Just a few weeks after the SDMT execution, the cyclic wave action dueto a storm induced liquefaction of the soil deposit..” (Vargas & Coto 2012)
cofferdam
Design Earthquake (M Richter = 7,5 and PGA = 0,25 g)
LIQUEFACTION
NO LIQUEFACTION
LIQUEFACTION
NO LIQUEFACTION
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Slip surface detection in OC clay slopes
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(Totani et al. 1997)
DMT-KD method Verify if an OC clay slopecontains active (or old quiescent) slip surfaces
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Validation of DMT-KD methodLANDSLIDE "FILIPPONE" (Chieti)
LANDSLIDE "CAVE VECCHIE" (S. Barbara)
DOCUMENTEDSLIP SURFACE
DOCUMENTEDSLIP SURFACE(inclinometers)
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Slip surface detection in clay slopes
SS. N. 83 “Marsicana”Gioia dei Marsi (2006)
blocked
Mine of lignite S. Barbara(San Giovanni Valdarno)
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Quantify σ'h relaxation behind a landslide
Case History:Landslide in Milazzo, Sicily
Horizontal Stress σ’h(kPa)
Z(m
)–
above
sea
leve
l 1
2
3
σ’h obtained using K0 from DMT
RAILWAY
123
clay
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Design of Laterally Loaded Piles
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Design of laterally loaded piles (Winkler)
Three different methods using DMTresults for evaluating P-y curves forlaterally loaded piles:
Es = constant
Deflection yS
oil
rea
ctio
n,
p
Linear P-y curve
Es = f (y)
Deflection y
So
ilre
actio
n,
p
Non Linear P-y curve
Gabr & Borden (1988)
Robertson et al. (1989)
Marchetti et al. (1991)
recommendedmethods
Robertson et al. (1989)
Marchetti et al. (1991)
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Observed vs. DMT predicted pile deflections
single pile, 1st time monotonic loading In clay.L=57m, D=0.50m
Mortaiolo (Italy)
NC soft clay
Mortaiolo (Italy)
NC soft clay
Validation:2 independent methodsusing DMT results(Robertson 1989 &Marchetti 1991) providesimilar predictions, invery good agreementwith measured full-scalepile behaviour
(1989)
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Design of Diaphragm Walls
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DMT for DESIGN of DIAPHRAGM WALLS
Tentative correlation forderiving the Winkler modelsprings for design of multi-propped diaphragm wallsfrom MDMT
Indications on input modulifor FEM analyses (PLAXISHardening Soil model) basedon MDMT
g.l.
sH
L
g.l.g.l.
ssHH
LL
Monaco & Marchetti (2004 – ISC'2 Porto)
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DMT for FEM input parameters→ PLAXIS Hardening Soil constitutive model
E50ref is a reference stiffness
modulus corresponding to thereference confining pressurepref (pref =1 bar)
E50 is the Modulus for primary loading
Eurref =4⋅Eoed
ref = 4⋅MDMT
(Vermeer, 2001)
E50ref correlated to MDMT and Eoed
ref
(Schanz & Vermeer, 1997)
literature: E50ref = 15 to 75 MPa, like
MDMT by DMT (quartz sand, loose
to very dense sand)
E50ref = Eoed
ref = MDMT
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Some SDMT test sites...
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Via Fori Imperiali Piazza Venezia
Underground in Rome - New Line C
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Palazzo Esposizioni - Rome
This building experienced acrack in the ceiling due todifferential settlements
SDMT 1 (front) SDMT 2 (front) SDMT 3 (back)
CROSS SECTION: CONSTRAINED MODULUS M (MPa)
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SDMT - NASA Cape Kennedy (USA)
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SDMT at Zelazny Most – PolandTests performed for monitoring copper waste dam
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DMT users community
Major diffusion: North-America, Europe, Eastern Asia
Expanding in: South America and Australia
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STANDARDSEUROCODE 7 (2007). Standard Test Method, European Committee forStandardization, Part 3: Design Assisted by Field Testing, Section 9: FlatDilatometer Test (DMT), 9 pp.
ASTM (2007). Standard Test Method D6635-01, American Society for Testingand Materials. The standard test method for performing the Flat DilatometerTest (DMT), 14 pp.
TC16 (1997). “The DMT in soil Investigations”, a report by the ISSMGETechnical Committee tc16 on Ground Property, Characterization from in-situtesting, 41 pp.
ASTM (2011) – Standard Test Method D7400 – 08, “Standard Test Methods forDownhole Seismic Testing“, 11 pp.
NATIONAL STANDARDS:
• Italy: Consiglio Superiore Lavori Pubblici (2009), Protezione Civile (2008)
• Sweden: Swedish Geotechnical Society SGF report (1994)
• France: ISO/TS 22476-11:2005(F)
• China: TB10018 (2003), GB50021 (2003), DGJ08-37 (2012)• ..
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Website: www.marchetti-dmt.it
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3rd International Conference on theFlat Dilatometer (DMT)
Rome 14th-16th June 2015
Official web site:
www.dmt15.com
Papers:
Contact Info:
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Highlights of the conference include
Prof. Roger Frank (ISSMGE president) Welcomespeech
Prof. J. Schmertmann’s dinner talk
Prof. M. Jamiolkowski: use of SDMT in theZelazny Most dam in Poland
Prof. F. Schnaid: use of DMT and SDMT in
tailings dam
120 abstracts from over 32 countries
www.dmt15.com
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Conference venue in the town centerwww.dmt15.com
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Rome Touristic Attractionswww.dmt15.com
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St. Peters and Pope Francescowww.dmt15.com
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