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NonNon--Destructive Testing Destructive Testing of Concreteof Concrete
ACI/CANMET Int’l Conference ACI/CANMET Int’l Conference
on Advances in Concrete Technology inon Advances in Concrete Technology in
The Arabian Gulf, U.A.E.The Arabian Gulf, U.A.E.
November 18November 18--20, 2008, Dubai, U.A.E.20, 2008, Dubai, U.A.E.
Claus Germann PetersenClaus Germann Petersen
Germann InstrumentsGermann Instruments
www.germann.orgwww.germann.org
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GI
WorkabilityWorkabilityTiming of Early and Safe Loading OperationsTiming of Early and Safe Loading Operations
Service LifeService Life
Selected NDT systems for
Service LifeService LifeIntegrityIntegrity
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ICAR Rheometer for WorkabilityICAR Rheometer for WorkabilityDeveloped at University of Texas at AustinDeveloped at University of Texas at Austin
Erik P. Koehler, PhDErik P. Koehler, PhDDavid W. Fowler, ProfessorDavid W. Fowler, ProfessorDavid W. Fowler, ProfessorDavid W. Fowler, Professor
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ICAR RheometerICAR Rheometer
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••Vane is immersed in fresh Vane is immersed in fresh concrete and rotated at different concrete and rotated at different
speeds while the resisting torque is speeds while the resisting torque is measuredmeasured
••Computer software operates test Computer software operates test and computes resultsand computes results
••Single test complete in about 60 Single test complete in about 60
Software User Interface
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••Single test complete in about 60 Single test complete in about 60 secondsseconds
••Test results available immediatelyTest results available immediately••Accept/reject mixtureAccept/reject mixture••Optimize mixtureOptimize mixture
Yield Stress:Yield Stress:Minimum stress needed Minimum stress needed to initiate or maintain to initiate or maintain
flowflow
Bingham ModelBingham Model
Shea
r S
tres
s, (
Pa)
Provides a direct means of characterizing and controlling workability by Provides a direct means of characterizing and controlling workability by measuring measuring the yield stress and the plastic viscosity using thethe yield stress and the plastic viscosity using the
flowflow
Plastic Viscosity:Plastic Viscosity:Resistance to flow once Resistance to flow once
the yield stress is the yield stress is exceededexceeded
= yield stress
γµττ &+= 0
0τµ = plastic viscosity
Shear Rate, (1/s)
Shea
r S
tres
s, (
Pa)
µ1
0τ
γη &
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••Flow CurveFlow CurveImpose a range of speeds while Impose a range of speeds while
measuring resisting torquemeasuring resisting torqueDetermine yield stress and plastic Determine yield stress and plastic
viscosityviscosity
••Stress Growth TestStress Growth Test Speed (N), rev/sec
Tor
que
(T),
N•m
γµττ &+= 0
T = Y + V N
Flow Curve Test
Y
V1
Measures for Aggregates sizes up to 40 mm and Slumps greater than 75 mm
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••Stress Growth TestStress Growth TestImpose a constant, low speed while Impose a constant, low speed while
measuring buildmeasuring build--up in torqueup in torqueDetermine yield stress at restDetermine yield stress at rest
••ThixotropyThixotropy••Workability RetentionWorkability Retention Time, sec
Tor
que
(T),
N•m
Stress Growth Test
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Useful throughout the concrete Useful throughout the concrete production processproduction process
Research and developmentResearch and developmentMixture proportioningMixture proportioningField quality controlField quality control
350
400
450
500
Measure multiple shear rates, Measure multiple shear rates,
extrapolate to zero shear rateextrapolate to zero shear rate
���� Maintain Flow ����
Flow Curve
10
12
���� Initiate Flow ����
Apply constant, low shear rate, Apply constant, low shear rate,
determine stress to initiate flowdetermine stress to initiate flow
Stress Growth
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0
50
100
150
200
250
300
350
0 10 20 30 40 50 60
Shear Rate, 1/s
Shear Stress, Pa
0
2
4
6
8
0 5 10 15 20 25 30
Time, seconds
Torque, Nm
Shea
r St
ress
,
(Pa)
ConventionalRequires vibration
Viscous SCCFlows under own mass,
but ‘sticky’
Optimal SCCFlows under own mass,
Examples of flow curves
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Shea
r St
ress
,
(Pa)
Shear Rate, (1/s)γ&
Flows under own mass, resists segregation
Segregating SCCFlows under own mass,but segregates
Plastic viscosity decreases by, for example,
Increasing paste volume
Increasing w/cm
Using fly ash
These factors must be balanced to achieve adequate fresh properties, hardened properties, and economy
Plastic viscosity decreases by, for example,
Increasing paste volume
Increasing w/cm
Using fly ash
These factors must be balanced to achieve adequate fresh properties, hardened properties, and economy
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fresh properties, hardened properties, and economy
Achievement of proper plastic viscosity key to optimizing SCC rheology, once the low yield stress is
achieved
fresh properties, hardened properties, and economy
Achievement of proper plastic viscosity key to optimizing SCC rheology, once the low yield stress is
achieved
MaterialYield Stress Plastic
Viscosity
Fly Ash
Slag
Silica Fume
Dosage: Low High
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HRWRA
w/c
Air Entrainment OR
Source: Kohler, E.P. & Fowler, D.W.: Development and use of a Portable Rheometer for Concrete, 8th
CANMET /ACI Conference on Recent Advances in Concrete Technology,
•Rheology is well suited for SCC
•ICAR Rheometer is a low cost and portable option for measuring concrete workability
•Both yield stress and plastic viscosity are important and must be optimized
•Once yield stress is sufficiently low for self-flow,
•Rheology is well suited for SCC
•ICAR Rheometer is a low cost and portable option for measuring concrete workability
•Both yield stress and plastic viscosity are important and must be optimized
•Once yield stress is sufficiently low for self-flow,
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•Once yield stress is sufficiently low for self-flow, plastic viscosity is key to controlling flow properties
•Increasing the fly ash dosage and w/cm reduce yield stress and plastic viscosity, but to different degrees
•Once yield stress is sufficiently low for self-flow, plastic viscosity is key to controlling flow properties
•Increasing the fly ash dosage and w/cm reduce yield stress and plastic viscosity, but to different degrees
ICAR detailed information on:ICAR detailed information on:
www.concreterheology.comwww.concreterheology.com
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www.concreterheology.comwww.concreterheology.com
Timing of early and safe loading Timing of early and safe loading operationsoperations
using COMAusing COMA--Meter and LOKMeter and LOK--TESTTEST
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using COMAusing COMA--Meter and LOKMeter and LOK--TESTTEST
Absorption compound Liquid filled glass capillary
Scale attached to cap
Cap threaded on container
Container
5 150
Calculated from Temperature, days 5
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0
1
2
3
4
5
-10 0 10 20 30 40 50 60
Arrhenius
COMA-Meter
Equivalent Age at 20 oC, days
Temperature, oC
0
50
100
150
0 50 100 150
Calculated from Temperature, days
COMA-Meter, days
0 1 2 3 4 5
4
3
2
1
0
COMA-MeterCOMA-Meter
0
10
20
30
40
50
0 5 10 15 20 25 30
Mixture AMixture BMixture C
Compressive Sterngth, MPa
M20, days at 20
oC
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COMACOMA--MeterMeterApplication Application ExamplesExamples
25 mm
25 mm
F 55 mm
25 mm
25 mm
55 mm
F
LOKLOK--TEST & CAPOTEST & CAPO--TESTTEST
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20
40
60
80
100
120
Cylinder Strength, MPa
Cylinder Stength Correlations
20
40
60
80
100
120
Cube Strength, MPa
Cube Strength Correlations
LOKLOK--TEST & CAPOTEST & CAPO--TESTTEST28 major correlations28 major correlations
0
0 20 40 60 80 100
Pullout Load, kN
0
0 10 20 30 40 50 60 70
Pullout Load, kN
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20
40
60
80
100
Compressive Strength, MPa
General Correlations forCylinder and Cube Strength
fcube
= 0.76 F1.16
fcyl= 0.69 F
1.12
LOKLOK--TEST & CAPOTEST & CAPO--TESTTESTGeneral CorrelationsGeneral Correlations
0
0 10 20 30 40 50 60 70 80
Compressive Strength, MPa
Pullout Load, kN
Cylinder and Cube Strength
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20
30
40
50
60
70
Krenchel 1982
Yun et al. SP-112, MSA = 40 mm
Yun et al. SP-112, Mortar
Meyer 1994
Bellander 1983, MSA = 38 mm
Bellander 1983, MSA = 18 mm
CAPO-TEST Force, kN
Line of Equality
0
10
0 10 20 30 40 50 60 70
CAPO-TEST Force, kN
LOK-TEST Force, kN
LOKLOK--TEST compared to CAPOTEST compared to CAPO--TESTTEST
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LOKLOK--TEST and cylinder stressTEST and cylinder stress--strain curvesstrain curves
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Peak load cracking in a LOKPeak load cracking in a LOK--TESTTEST
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LOKLOK--TEST failure mechanismTEST failure mechanism
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LABORATORY
Correlation Procedure
LOK/CAPO-TEST
S V n
(MPa) (%)
Cylinders or Cubes
S V n
(MPa) (%)
Danish 2.6 9.4 2188 1.6 4.2 1177
North-American 1.9 7.5 994 1.7 6.4 994
English/Dutch/Swedish 2.5 6.8 1180 2.4 6.2 953
ON-SITE LOK/CAPO-TEST
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VariationsVariationsSource: Petersen, C.G.: ”LOKSource: Petersen, C.G.: ”LOK--TEST and CAPOTEST and CAPO--TEST,TEST,
Twenty years expereince”, British Institute of NDT, U.K.,Twenty years expereince”, British Institute of NDT, U.K.,
19971997
ON-SITE
Structure Type
LOK/CAPO-TEST
S V n
(kN) (%)
Slabs, bottom part 3.0 10.5 5320
Slabs. top part 3.7 12.9 955
Beams & Columns 2.8 8.1 677
Walls & Foundations 3.3 10.1 1020
Damaged structures 4.5 14.7 1225
Wisna BridgeWisna Bridge
35 years old35 years old
Zglobice BridgeZglobice Bridge
32 years old32 years old
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Source: Moczko, A.: “Comparative study of In-Situ strength measurements on 50 Polish bridges”, University of Wroclaw, Poland, 2007
Average
Cores
(MPa) V (%)
CAPO-TEST
(MPa) V (%)
Schmidt / Structure
(MPa) V (%)
Schmidt / Cores
(MPa) V (%)
Strength 32.8 9.5 33.5 11.7 55.9 16.4 44.5 15.1
Comparative Strength measurements from 50 Polish bridges Comparative Strength measurements from 50 Polish bridges
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Multi-story building collapse in Boston, USA.
Standard cylinders tested had passed the
requirement. Subsequent investigation
showed the in-place strength to be 50% of
the cylinders at the time of stripping of the
forms
Scotia Plaza – Toronto - Canada.
Early and Safe Form Stripping
Total earnings by speeding up the
construction schedule: 1.2 mio Dollars
SAFE and EARLY stripping of forms using LOKSAFE and EARLY stripping of forms using LOK--TEST for inTEST for in--place place
strength has today been done in North America on about 300 major strength has today been done in North America on about 300 major
structures, earnings reported to be about 0.2 to 1.5 structures, earnings reported to be about 0.2 to 1.5 miomio DollarsDollars
Source: Bickley, J.A.: “How to Build Faster for Less – The Role of In-Place Testing
in Fast Track Construction”, ACI, Spring Convention, San Francisco, 1994
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Willow Island W.Va., USA, Cooling Tower collapsWillow Island W.Va., USA, Cooling Tower collapsApril 27th, 1978, 51 deathsApril 27th, 1978, 51 deaths
Subsequently LOKSubsequently LOK--TEST was used for timing of strippingTEST was used for timing of stripping
Courtecy of Nick Carino, Consultant
LOKLOK--TEST & CAPOTEST & CAPO--TESTTESTfor early form stripping & quality controlfor early form stripping & quality control
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Great Belt Link, Denmark Great Belt Link, Denmark St George Wharf, U.K.St George Wharf, U.K.
GIGI
Service Life EstimationService Life EstimationChloride DiffusionChloride Diffusion
CarbonationCarbonation
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CarbonationCarbonation
Loss of cross-section
Collaps
Corrosion Rate
(µm/year)
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Kyösti TuuttiKyösti Tuutti´́s Service Life Models Service Life Model
Time
Total Chloride
Free Chloride Bound Chloride
RCTRCTRCT
Chemical Bound Physical Bound
RCTW
Hardened Fresh concrete Hardened Fresh
concrete concrete concrete
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Chloride induced pitting corrosion of a 20 mm in diameter Chloride induced pitting corrosion of a 20 mm in diameter
reinforcement from a bridge slab subjected 11 years to reinforcement from a bridge slab subjected 11 years to
deicing salt during the winter timedeicing salt during the winter time
FickFick´́s Second Law of Diffusions Second Law of Diffusion
C (C (x,tx,t) = C) = Cii + (C+ (Css –– CCii) ) erferf XX
22 . √ t t .. DDOOC (C (x,tx,t): ): ChlorideChloride content content atat depthdepth X X atat time ttime t
CC : Initial : Initial chloridechloride contentcontent
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CCii : Initial : Initial chloridechloride contentcontent
CCss: Surface : Surface chloridechloride contentcontent
erf: Error function erf: Error function
DDOO: Chloride Diffusion Coefficient: Chloride Diffusion Coefficient
RCTRCT
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0.2
0.3
0.4
0.5
0.6
0.7
0.8
RCTW
RCT
% Cl per Concrete Mass
Example of Chloride ProfilesExample of Chloride Profiles
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0.0
0.1
0.2
0 10 20 30 40 50
% Cl per Concrete Mass
Depth, mm
GIGI
0.10
0.15
0.20
0.25
FHWA
DTI, Denmark
Swedish Cement and Concrete Institute
Norwegian Concrete Technology
% Cl per Concrete Mass
Potentiometric Titration
RCT correlationsRCT correlations
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0.00
0.05
0.00 0.05 0.10 0.15 0.20 0.25
Swedish State Testing Institute
Danish Road Directorate% Cl per Concrete Mass
Potentiometric Titration
% Cl per Concrete Mass - RCT
GIGI
Profile GrinderProfile Grinder
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0,2
0,3
0,4
0,5
0,6
Chloride content, C, per cent of mass concrete
Chloride diffusion
coefficient =75 mm2/year
Remaining service life for a
cover of 50 mm is 5 years
RCT testing on site for chloride diffusion RCT testing on site for chloride diffusion coefficient and remaining service lifecoefficient and remaining service life
0
0,1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Distance x from exposed surface, mm
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cover of 50 mm is 5 years
GIGI
0,10
0,20
0,30
0,40
0,50
0,60
0,70
0,80
0,90
1,00
1,10
Chloride concentration (%)
Chloride diffusion
coefficient = 29 mm2/year
Profile grinding in the lab, followed by RCT Profile grinding in the lab, followed by RCT
testing for chloride diffusion coefficienttesting for chloride diffusion coefficient
0,00
0,000 0,005 0,010 0,015 0,020 0,025 0,030 0,035
Distance from surface (m)
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PROOVEPROOVE´́it RCPTit RCPT
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RCPT, PROOVERCPT, PROOVE´́it cellsit cells
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PROOVEPROOVE´́it screen shotit screen shot
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Coulombs Permeability Class
Typical of
>40004000-2000
HighModerate
w/c-ratio > 0.5w/c-ratio 0.4-0.5
RCPT ClassificationRCPT Classification
4000-20002000-10001000-100
<100
ModerateLow
Very LowNegligible
w/c-ratio 0.4-0.5w/c-ratio < 0.4
Latex modified concretePolymer concrete
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Deep Purple IndicatorDeep Purple Indicator
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Depth of Carbonation Depth of Carbonation
by the Deep Purple or the Rainbow Indicatorby the Deep Purple or the Rainbow Indicator
Average relationships between depth of
carbonation, compressive strength, and time
of exposure in air at 50 % RH. Source: “The
Concrete Book,” CTO, Aalborg, Denmark
Rainbow IndicatorRainbow Indicator
Corrosion rateIp
∆Ep = IpRp
∆E0 = IpR0
t
Current
Potential signals
Ip
∆Ep = IpRp
∆E0 = IpR0
t
Current
Potential signals
Data acquisitionPulse generator
IGE ICE E
RE
Data treatment
Results display, data storage/output
Data acquisitionPulse generator
IGE ICE E
RE
Data treatment
Results display, data storage/output
Concrete
Steel bar
Surface layerR0
Cdl Rp
GE CE CE GE
Cover
lcLp
RE
Wet sponge
Randles modelConcrete
Steel bar
Surface layerR0
Cdl Rp
GE CE CE GE
Cover
lcLp
RE
Wet sponge
Randles model
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Reference
electrode Counter
electrode
Guard
ring
Sponge
I*Rp
I*ROhm
Vmax
Polarisation, mV 300
200
100
0
Corrosion RateCorrosion RateGalvaPulseGalvaPulse
Sponge
Time, sec
0
-100
-200 1 2 3 4 5 6
Ecorr
Sec.
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200
0 30 60 90 120 150 180 210 240 270 300 330 3600
33
66
100
133
166
200
18-20 16-18 14-16 12-14 10-12 8-10 6-8 4-6 2-4 0-2
Drain
200
Corrosion Rate µA/cm2
Half Cell Potentials mV vs Ag/AgCl Resistance KOhm0-2 kOhm
210-250 µm/year
GalvaPulse example GalvaPulse example
0 30 60 90 120 150 180 210 240 270 300 330 360
0
33
66
100
133
166
0-15 15-30 30-45 45-60 60-75 75-90
0 30 60 90 120 150 180 210 240 270 300 330 3600
33
66
100
133
166
-500--450 -450--400 -400--350 -350--300 -300--250 -250--200 -200--150 -150--100 -100--50 -50-0 0-50 50-100 100-150
-450 to -500 mv
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Weight loss GalvaPulse Gecor 6
Corrosion RatemA/cm2
Corrosion RatemA/cm2
Corrosion RatemA/cm2
Bar A 4.6 3.11 0.21Bar B 4.8 2.47 0.23Bar B 4.8 2.47 0.23Bar C 4.7 5.24 0.54Source: Baessler, R. & Burkert, A.: “Laboratory Testing of Portable Equipment”, Brite/Euram project Integrated Monitoring System for
Durability Assessment of Concrete Structures, Federal Institute for Materials and Testing (BAM), Berlin, Germany, 2001
Corrosion Rates, BAM InvestigationCorrosion Rates, BAM Investigation
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Integrity testingIntegrity testing••SS´́MASH Impulse ResponseMASH Impulse Response••DOCter ImpactDOCter Impact--EchoEcho••MIRA TomographerMIRA Tomographer
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••MIRA TomographerMIRA Tomographer••EyeConEyeCon••SurferSurfer
ss´́MASH Impulse Response MASH Impulse Response
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Impulse ResponseImpulse Responsess´́MASHMASH
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ss´́MASHMASHMobility PlotMobility Plot
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Delam/Void
Solid
Honeycomb
Solid
ss´́MASHMASHFlaw SignalsFlaw Signals
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1 2 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5
S1
S2
S3
S4
S5
S6
S7
S8
S9
S1 0
C o l u m n
R o w
0 - 2 2 - 4 4 - 6 6 - 8 8 - 1 0 1 0 - 1 2 1 2 - 1 4 1 4 - 1 6 1 6 - 1 8 1 8 - 2 0
S 5
S 6
S 7
S 8
S 9
S 10
R o w
ss´́MASHMASH300 mm slab, mobility and mobility slope300 mm slab, mobility and mobility slope
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2 0 2 1 2 2 2 3 2 4 2 5
S 1
S 2
S 3
S 4
S 5
C o l u m n
0 - 1 1- 2 2 - 3 3 - 4 4 - 5 5 - 6 6 - 7 7 - 8 8 - 9
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ss´́MASHMASHApplication ExamplesApplication Examples
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ss´́MASHMASHApplication Examples Application Examples
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ss´́MASHMASHApplication ExamplesApplication Examples
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DOCter ImpactDOCter Impact--EchoEcho
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ImpactImpact--EchoEchoDOCter DOCter
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f
CT P
2=
ImpactImpact--Echo Testing Principle Echo Testing Principle
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DOCterDOCterImpactImpact--Echo Test SignalEcho Test Signal
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DOCterDOCterSurface Wave SpeedSurface Wave Speed
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DOCterDOCterImpactImpact--Echo Surface Wave Speed RecordEcho Surface Wave Speed Record
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DOCter Application, injection of cable ductsDOCter Application, injection of cable ducts
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160 mm
95 mm
Detection of depth of cable duct usingDetection of depth of cable duct usingGPR prior to ie testingGPR prior to ie testing
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DOCter Applications, delaminationsDOCter Applications, delaminations
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DOCter Application, quality of linerDOCter Application, quality of liner
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DOCter Application, honeycombs DOCter Application, honeycombs
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OTTO Stepper for automated testingOTTO Stepper for automated testing
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SPIDERMAN Frames for automated testingSPIDERMAN Frames for automated testing
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MIRA TomographerMIRA Tomographer
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MIRA TomographerMIRA TomographerGIGI
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MIRA shear wave propagation from the antennaMIRA shear wave propagation from the antenna
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MIRA test record
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MIRA scan record
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•Specimen with controlled injection quality of cable duct
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Mira for injection quality of cable duct
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MIRA for injection quality of cable duct
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70 mm metal 70 mm metal ducts in bridge ducts in bridge girder 350 mm girder 350 mm high tested for high tested for
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high tested for high tested for injection injection quality. Ducts quality. Ducts were positined were positined at a depth of at a depth of 150 mm150 mm
8,000 meter of duct was 8,000 meter of duct was tested in 9 daystested in 9 days
MIRA on columns for injection qualityof center duct
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EyeConEyeConUltrasound Flaw DetectorUltrasound Flaw Detector
&&
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&&SurferSurfer
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EyeConEyeCon
SurferSurfer
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Thank you for your attentionThank you for your attentionwww.germann.orgwww.germann.org
GI
www.germann.orgwww.germann.org
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