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Jean-Louis BRIAUD – Texas A&M University
1
LEVEE OVERTOPPINGAND
INTELLIGENT COMPACTION
The 2009 Charles W. Hair Memorial Lecture
byJean-Louis BRIAUD, PhD, PEProfessor andHolder of the Buchanan ChairTexas A&M University
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LEVEE OVERTOPPING
J-L Briaud, Texas A&M University
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1 MPa = 150 psi10 kN = 1 ton
25 mm = 1 inch
J-L Briaud, Texas A&M University
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Jean-Louis BRIAUD – Texas A&M University
5
Input to an erosion problem
•Soil (Erodibility)
•Water (Velocity)
•Geometry (Dimensions)
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Jean-Louis BRIAUD – Texas A&M University
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Relationship between the erosion rate and the velocity of the water near the soil-water interface.
Relationship between the erosion rate and the shear stress at the soil-water interface.
( )Z f τ=
DEFINITION OF SOIL ERODIBILITY
Constitutive Law fo Soil Erosion
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Jean-Louis BRIAUD – Texas A&M University
8
EFA - EROSION FUNCTION APPARATUS
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Jean-Louis BRIAUD – Texas A&M University
10
Scour Rate vs Shear Stress
0.01
0.10
1.00
10.00
100.00
1000.00
10000.00
0.1 1.0 10.0 100.0
Shear Stress (N/m2)
Scou
r R
ate
(mm
/hr)
Sand D50=0.3 mm
Scour Rate vs Velocity
0.01
0.10
1.00
10.00
100.00
1000.00
10000.00
0.1 1.0 10.0 100.0
Velocity (m/s)
Scou
r R
ate
(mm
/hr)
Sand D50=0.3 mm
EROSION FUNCTION FOR A FINE SAND
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Jean-Louis BRIAUD – Texas A&M University
11
Scour Rate vs Shear Stress
0.01
0.10
1.00
10.00
100.00
0.1 1.0 10.0 100.0
Shear Stress (N/m2)
Scou
r R
ate
(mm
/hr)
Porcelain Clay PI=16%Su=23.3 Kpa
Scour Rate vs Velocity
0.01
0.10
1.00
10.00
100.00
0.1 1.0 10.0 100.0
Velocity (m/s)
Scou
r R
ate
(mm
/hr)
Porcelain Clay PI=16%Su=23.3 Kpa
EROSION FUNCTION FOR A LOW PI CLAY
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Jean-Louis BRIAUD – Texas A&M University
12NIAGARA FALLS11000 m of lateral erosion from Lake Ontario
towards Lake Erie in 12000 years or 0.1 mm/hr
From Google Earthhttp://www.iaw.com/~falls/origins.html
http://www.samizdat.qc.ca/cosmos/origines/niagara/niagara.htm
Lake Erie
Lake Ontario
Niagara River1841
1841
2006
Niagara Falls
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Jean-Louis BRIAUD – Texas A&M University
13GRAND CANYON
1600 m of vertical erosion by the Colorado Riverin 10 Million years or 0.00002 mm/hr
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Jean-Louis BRIAUD – Texas A&M University
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ERODIBILITY CATEGORIES (Velocity)
0.1
1
10
100
1000
10000
100000
0.1 1.0 10.0 100.0Velocity (m/s)
Very HighErodibility
I
HighErodibility
II
MediumErodibility
IIILow
Erodibility IV
Very LowErodibility
V
Erosion Rate
(mm/hr)
-Fine Sand-Non-plastic Silt
-Medium Sand-Low Plasticity Silt -Fine Gravel
-Coarse Sand -High Plasticity Silt-Low Plasticity Clay
-All fissured Clays
-Cobbles-Coarse Gravel
-High Plasticity Clay
-Riprap
- Increase in Compaction (well graded soils)- Increase in Density
- Increase in Water Salinity (clay)
Non-ErosiveVI-Intact Rock
-Jointed Rock (Spacing < 30 mm)
-Jointed Rock (30-150 mm Spacing)
-Jointed Rock (150-1500 mm Spacing)
-Jointed Rock (Spacing > 1500 mm)
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Jean-Louis BRIAUD – Texas A&M University
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CRITICAL VELOCITY vs GRAIN SIZE
0.01
0.1
1
10
100
1000
1E-06 1E-05 0.0001 0.001 0.01 0.1 1 10 100 1000 10000
Mean Grain Size, D50 (mm)
Critical Velocity,
Vc
(m/s)
CLAY SILT SAND GRAVEL RIP-RAP & JOINTED ROCK
Vc = 0.35 (D50)0.45Vc = 0.1 (D50)-0.2
Vc = 0.03 (D50)-1
US Army Corps of Engineers EM 1601
INTACT ROCK
Joint Spacing for Jointed Rock
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Jean-Louis BRIAUD – Texas A&M University
POCKET ERODOMETERPET test result = Depth of hole in mm after 20 squirts at 8 m/s
16
$0.49 atWalMart
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Jean-Louis BRIAUD – Texas A&M University
POCKET ERODOMETERPET test result = Depth of hole in mm after
20 squirts at 8 m/s
17
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Jean-Louis BRIAUD – Texas A&M University
POCKET ERODOMETERPET test result = Depth of hole in mm after
20 squirts at 8 m/s
18
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Jean-Louis BRIAUD – Texas A&M University
Velocity Calibration
19
0 2xxvHg
=
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Jean-Louis BRIAUD – Texas A&M University
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mm mmmm
mm
mm
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Jean-Louis BRIAUD – Texas A&M University
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9. Soil clay minerals10. Soil dispersion ratio11. Soil cation exchange cap12. Soil sodium absorption rat13. Soil pH14. Soil temperature15. Water temperature16. Water salinity17. Water pH
Erodibility depends on soil properties
1. Soil water content2. Soil unit weight 3. Soil plasticity index4. Soil undrained shear str.5. Soil void ratio6. Soil swell7. Soil mean grain size8. Soil percent passding #200
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Jean-Louis BRIAUD – Texas A&M University
22
NO SIMPLE CORRELATION !
CSS vs. Su
R2 = 0.1093
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00
Su(kPa)
CSS
(Pa)
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Jean-Louis BRIAUD – Texas A&M University
23
EFA test onCreamy Peanut Butter
Su = 1.8 kPaVc = 1.4 m/s
0.1
1
10
100
1000
10000
100000
0.1 1.0 10.0 100.0
Velocity (m/s)
Very HighErodibility
I
HighErodibility
II
MediumErodibility
III
LowErodibility
IV
Very LowErodibility
V
Erosion Rate
(mm/hr)
0.1
1
10
100
1000
10000
100000
0 1 10 100 1000 10000 100000
Shear Stress (Pa)
Very HighErodibility
I
HighErodibility
IIMedium
Erodibility III
LowErodibility
IV
Very LowErodibility
V
Erosion Rate
(mm/hr)
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Jean-Louis BRIAUD – Texas A&M University
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Input to an erosion problem
•Soil (Erodibility)
•Water (Velocity)
•Geometry (Dimensions)
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Jean-Louis BRIAUD – Texas A&M University
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Shear Stress Applied by Water
dz
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Jean-Louis BRIAUD – Texas A&M University
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Flow Hydrograph
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Jean-Louis BRIAUD – Texas A&M University
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Obtaining a design flood valueFlood-frequency curve based on Original Hydrograph
(1931-1999)
y = -2491.6Ln(x) + 12629R2 = 0.9563
0
5000
10000
15000
20000
0.1110100
Percent probability of exceedance in X years
Stre
amflo
w (m
3 /sec)
100year flood: 12629m3/s500year flood: 16639m3/s
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Jean-Louis BRIAUD – Texas A&M University
30
Probably of Exceedance - PoE
100 yr 53% PoE, v100 = 2.8* m/s 500 yr 13.9% PoE, v500 = 3.25* m/s 10000 yr 0.75% PoE, v10000 = 3.95* m/s
* Example for Woodrow Wilson Bridge for 75 year design life.
Structural Eng. operate at a Prob. of Exceedance of 0.1%?Geotechnical Eng. operate at a Prob. of Exceedance of 1%?Hydraulic Eng. operate at a Prob. of Exceedance of 10%?
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Jean-Louis BRIAUD – Texas A&M University
31
Input to an erosion problem
•Soil (Erodibility)
•Water (Velocity)
•Geometry (Dimensions)
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Jean-Louis BRIAUD – Texas A&M University
32
PIER SIZE & SHAPE for PIER SCOUR
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Jean-Louis BRIAUD – Texas A&M University
33
RADIUS OF CURVATURE FOR MEANDERS
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Jean-Louis BRIAUD – Texas A&M University
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OVERTOPPING OF LEVEES
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Jean-Louis BRIAUD – Texas A&M University
35
RANS Equations Continuity equation
Momentum (RANS) Equations
Energy Equation
0)U(t m,
m =+∂∂ ρρ
( ) ( )m,
in,
mnm,
imimmnmimn
nmlmn
ilimm,
im,
mi
Ugpgg
Ueg2RUUt
U
µξΩΩξΩΩρ
Ωρρ
+−=−+
+
++
∂∂
( ) ( )
( ) uuUUgguuUU DtDpKTgTuTU
tTC
jn
im
jn
im
mnij
nm
mn
nm
mn
mnmn
mm
mm
p
,,,,,,,,
,,,,
+++−=Φ
Φ++=
′++∂∂
µ
ρ
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Jean-Louis BRIAUD – Texas A&M University
38On 29 August 2005, Hurricane Katrina hit the Coast of the Gulf of Mexico
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Jean-Louis BRIAUD – Texas A&M University
39
Hurricane = 250 miles in diameter
Travel speed = 25 mph
Time on a levee or a bridge = 10 hours
Number of wave cycles = 6000
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Jean-Louis BRIAUD – Texas A&M University
40
Created by friction between the windand the water, a storm surge develops
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Jean-Louis BRIAUD – Texas A&M University
41STORM SURGE
8.5 m
4.6 m
3.0 m
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Jean-Louis BRIAUD – Texas A&M University
45
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46
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Jean-Louis BRIAUD – Texas A&M University
47
TO SCALE
NOT TO SCALE
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49
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Jean-Louis BRIAUD – Texas A&M University
50
Flood Return Periodused in design in the Netherlands (levees)
1/10,000 for most populated areas 1/4,000 for less populated areas
Flood Return Periodused in design in the USA (bridges)
1/500 with Factor of Safety of 1 1/100 with normal Factor of Safety
Overtopping of levees not considered in levee design in the USA
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51
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Jean-Louis BRIAUD – Texas A&M University
52
EFA - EROSION FUNCTION APPARATUS
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Jean-Louis BRIAUD – Texas A&M University
53EFA TEST RESULTS - Erosion rate vs velocity
0.1
1
10
100
1000
10000
100000
0.1 1.0 10.0 100.0Velocity (m/s)S1-B1-(0-2ft)-TW S1-B1-(2-4ft)-SW S2-B1-(0-2ft)-TWS2-B1-(2-4ft)-SW S3-B1-(2-4ft)-SW S3-B2-(0-2ft)-SWS3-B3-(0-1ft)-SW S4-(0-0.5ft)-LC-SW S4-(0-0.5ft)-HC-SWS5-(0-0.5ft)-LT-SW S6-(0-0.5ft)-LC-SW S7-B1-(0-2ft)-TWS7-B1-(2-4ft)-SW S8-B1-(0-2ft)-TW S8-B1-(2-4ft)-L1-SWS8-B1-(2-4ft)-L2-SW S11-(0-0.5ft)-LC-TW S11-(0-0.5ft)-HC-TWS12-B1-(0-2ft)-TW S12-B1-(2-4ft)-SW S15-Canal Side-(0-0.5ft)-LC-SWS15-CanalSide-(0-0.5ft)-HC-SW S15-Levee Crown-(0-0.5ft)-LT-SW S15-Levee Crown-(0.5-1.0ft)-LT-SW
Very HighErodibility
I
HighErodibility
II MediumErodibility
IIILow
Erodibility IV
Very LowErodibility
V
Erosion Rate
(mm/hr)
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Jean-Louis BRIAUD – Texas A&M University
54
NUMERICAL SIMULATION
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Jean-Louis BRIAUD – Texas A&M University
55
t = 0.80 sec
t = 1.28 sec
t = 1.60 sec
t = 1.92 sec
t = 2.39 sec
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Jean-Louis BRIAUD – Texas A&M University
56SHEAR STRESSES ON LEVEE SURFACE
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Jean-Louis BRIAUD – Texas A&M University
57EFA TEST RESULTS - Erosion rate vs shear stress
0.1
1
10
100
1000
10000
100000
0 1 10 100 1000 10000 100000Shear Stress (Pa)
S1-B1-(0-2ft)-TW S1-B1-(2-4ft)-SW S2-B1-(0-2ft)-TWS2-B1-(2-4ft)-SW S3-B1-(2-4ft)-SW S3-B2-(0-2ft)-SWS3-B3-(0-1ft)-SW S4-(0-0.5ft)-LC-SW S4-(0-0.5ft)-HC-SWS5-(0-0.5ft)-LT-SW S6-(0-0.5ft)-LC-SW S7-B1-(0-2ft)-TWS7-B1-(2-4ft)-SW S8-B1-(0-2ft)-TW S8-B1-(2-4ft)-L1-SWS8-B1-(2-4ft)-L2-SW S11-(0-0.5ft)-LC-TW S11-(0-0.5ft)-HC-TWS12-B1-(0-2ft)-TW S12-B1-(2-4ft)-SW S15-Canal Side-(0-0.5ft)-LC-SWS15-CanalSide-(0-0.5ft)-HC-SW S15-Levee Crown-(0-0.5ft)-LT-SW S15-Levee Crown-(0.5-1.0ft)-LT-SW
Very HighErodibility
IHigh
Erodibility II
MediumErodibility
IIILow
Erodibility IV
Very LowErodibility
V
Erosion Rate
(mm/hr)
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Jean-Louis BRIAUD – Texas A&M University
58
LEVEES – FAILED and NOT FAILED
0.1
1
10
100
1000
10000
100000
0.1 1.0 10.0 100.0Velocity (m/s)S2-B1-(0-2ft)-TW S2-B1-(2-4ft)-SW S3-B1-(2-4ft)-SW
S3-B2-(0-2ft)-SW S3-B3-(0-1ft)-SW S4-(0-0.5ft)-LC-SW
S5-(0-0.5ft)-LT-SW S6-(0-0.5ft)-LC-SW S15-Canal Side-(0-0.5ft)-LC-SW
S15-CanalSide-(0-0.5ft)-HC-SW S15-Levee Crown-(0-0.5ft)-LT-SW S15-Levee Crown-(0.5-1.0ft)-LT-SW
Very HighErodibility
I
HighErodibility
II MediumErodibility
IIILow
Erodibility IV
Very LowErodibility
V
Erosion Rate
(mm/hr)
Note:- Solid circles = levee breaches- Empty circles = no levee damage
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Jean-Louis BRIAUD – Texas A&M University
59
LEVEE OVERTOPPING CHART
0.1
1
10
100
1000
10000
100000
0.1 1.0 10.0 100.0
Velocity (m/s)
ErosionRate
(mm/hr)
Very HighErodibility
I
HighErodibility
IIMedium
Erodibility III
LowErodibility
IV
Very LowErodibility
V
TRANSITIONZONE
PRONE TOFAILURE BY
OVERTOPPING
PRONE TO RESIST
OVERTOPPING
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60
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Jean-Louis BRIAUD – Texas A&M University
- Strong roots- Dense growth- High, flexible, overlapping bladed leaves- The idea is to form a mat of grass so that
the water never touches the soil
61
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INTELLIGENT COMPACTION
and
MODULUS BASED CONTROL
J-L Briaud, Texas A&M University
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CURRENT PRACTICEBased on Density
• LAB: Proctor test to get dry density vs. water content curve
• SPEC: x% of γd max within range of w opt
• FIELD: Compact and check that γd and w meet the specs
J-L Briaud, Texas A&M University
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• LAB : Proctor Test
J-L Briaud, Texas A&M University
CURRENT PRACTICEBased on Density
Water Content (%)
3 9 15 2114
16
18
20
Dry
Den
sity
(kN
/m3 )
γd max
w opt
S = 1S = 0.9
Water Content (%)
3 9 15 2114
16
18
20
Dry
Den
sity
(kN
/m3 )
γd max
w opt
S = 1S = 0.9
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• SPECIFICATIONS. X % of γd max within range of w opt
• FIELD
J-L Briaud, Texas A&M University
Nuclear Density MeterFor γd and w
CURRENT PRACTICEBased on Density
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Dry Density: Advantages and Disadvantages
1. AdvantagesAccumulated knowledgeWell defined parameterIndication of solids per unit volume
2. DisadvantagesNot related to designNot very sensitiveNot easy to measure quickly in field
J-L Briaud, Texas A&M University
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FUTURE PRACTICEBased on Modulus
• LAB: Modulus test to get modulus vs. water content curve
• SPEC: x% of E max
within range of w opt
• FIELD: Intelligent compaction and check that E max and w meet the specs
J-L Briaud, Texas A&M University
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FUTURE PRACTICEBased on Modulus
• LAB : Modulus Test
J-L Briaud, Texas A&M University
Water Content (%)6 10 14 18
Mod
ulus
(MPa
)
0
20
40
Sand
Clay
E max
w opt
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• SPECIFICATIONS X % of E max within range of w opt
• FIELD
J-L Briaud, Texas A&M University
Modulus MeterFor E and w
Intelligent Compaction
EIC
FUTURE PRACTICEBased on Modulus
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Modulus: Advantages and Disadvantages
1. AdvantagesDirectly related to designVery sensitive to water contentEasy to measure quickly in field
2. DisadvantagesMany influencing factorsNo lab test to get E vs. wNo target valuesNew concept
J-L Briaud, Texas A&M University
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WHICH MODULUS?
J-L Briaud, Texas A&M University
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Which Modulus? PLATE MODULUS in FIELD
J-L Briaud, Texas A&M University
BPT: Briaud Plate Test
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Example of same modulus testin lab and in field
J-L Briaud, Texas A&M University
BCD Test: Briaud Compaction Device
BCD on Proctor Mold BCD in the Field
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Silty Sand (Mold #7)
0
10
20
30
40
50
0 2 4 6 8 10 12 14Water Content (%)
Mod
ulus
(Mpa
)
0
4
8
12
16
20
Dry
Uni
t Wei
ght (
kN/m
3 )
Plate Reload Modulus (MPa)
Dry Unit Weight (kN/m^3)
J-L Briaud, Texas A&M University
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Silty Sand (Mold #5)
0
10
20
30
40
0 2 4 6 8 10 12 14Water Content (%)
Mod
ulus
(MPa
)
0
4
8
12
16
20
Dry
Unit
Wei
ght (
kN/m
3 )
Plate Reload Modulus (MPa)
Dry Unit Weight (kN/m^3)
J-L Briaud, Texas A&M University
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Silty Sand (Mold #6)
0
10
20
30
40
0 2 4 6 8 10 12Water Content (%)
Mod
ulus
(MPa
)
0
4
8
12
16
20
Dry
Uni
t Wei
ght (
kN/m
3 )
Plate Reload Modulus (MPa)
Dry Unit Weight (kN/m^3)
J-L Briaud, Texas A&M University
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Sand + Porcelain Clay (Mold #5)
0
10
20
30
40
0 2 4 6 8 10 12 14 16Water Content (%)
Mod
ulus
(M
Pa)
0
4
8
12
16
20
Dry
Uni
t W
eigh
t (k
N/m
3 )
Plate Reload Modulus (MPa)
Dry Unit Weight (kN/m^3))
J-L Briaud, Texas A&M University
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Sand + Porcelain Clay (Mold #6)
0
10
20
30
40
0 2 4 6 8 10 12 14 16Water Content (%)
Mod
ulus
(M
Pa)
0
4
8
12
16
20
Dry
Uni
t W
eigh
t (k
N/m
3 )
Plate Reload Modulus (MPa)Dry Unit Weight (kN/m^3)
J-L Briaud, Texas A&M University
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Sand + Porcelain Clay
J-L Briaud, Texas A&M University
0
20
40
60
0 2 4 6 8 10 12 14 16Water Content (%)
Mod
ulus
(M
pa)
0
4
8
12
16
20
Dry
Uni
t W
eigh
t (k
N/m
3 )
Plate Reload Modulus (MPa)
Dry Unit Weight (kN/m^3)
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• Only one of those three is not enough
• Two of those three are sufficient
• All three would be nice
J-L Briaud, Texas A&M University
1. Density?2. Modulus?3. Water Content?
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Conventional Compaction (static or vibratory smooth drum
or sheep-foot)
J-L Briaud, Texas A&M University
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Intelligent Vibratory Compaction
• Instrumented vibrating rollers• Measure roller accel. as a function of time• Calculate a soil modulus• That modulus is independent of the roller• Intelligent roller modifies automaticallyinstantaneously settings (force, ampl., freq.)to meet the target modulus
J-L Briaud, Texas A&M University
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Slide 84
Recompaction of soft formation area with VARIOCONTROL automatic mode, presetting ( target value ) EVIB = 80 MN/m²
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From Acceleration to Stiffness2 cos( ) ( )B d B d d d u u f dk x d x m x m r t m m g+ + = Ω Ω + +
FB: soil-drum-interaction-force md: mass of the drum (kg)xd: vert. disp. of drum (m) : acceleration of drummf: mass of the frame (kg) mu: unbalanced mass (kg)ru: radial distance for mu Ω = g: acc. due to gravity (m/sec2) f: frequency of rotating shaft (Hz)
: velocity of drum kB: stiffness of soildB: damping coefficient (dB ~ 0.2)
dx
dx
2 fπ
dx
J-L Briaud, Texas A&M University
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From Stiffness to Modulus(experimental)
J-L Briaud, Texas A&M University
From AMMANN
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Soil Modulusfor Intelligent Compaction
Soil: 5 MPa unacceptable200 MPa excellent
J-L Briaud, Texas A&M University
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Soil layers Density Bearing capacity Eveness(Standard Proctor) (load bearing test, EV2) (4 m straight edge)
Laying and compaction specification for road construction in Germany
Subbase 100 - 103 % * 100 - 150 MN/m² * 20 mm
Capping layer 100 - 103 % * 100 - 120 MN/m² * 40 mm
Formation 97 - 100 % * 45 - 80 MN/m² * 60 mm
* depending on road classification and road design
Specifications based on Modulus
J-L Briaud, Texas A&M University
From BOMAG
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J-L Briaud, Texas A&M University
Triangular Rollers
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J-L Briaud, Texas A&M University
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0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 550 575 600
Dep
th(m
)
σ(kpa)
Influence Depth
σ(Kpa)
J-L Briaud, Texas A&M University
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J-L Briaud, Texas A&M University