a sustainable approach to existing structures - existing structures.pdf · target reliability...
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![Page 1: A sustainable approach to existing structures - existing structures.pdf · Target reliability levels proposed in ISO 13822:2010 and by Vrouwenvelder and Scholten . 19 . Prof. Giuseppe](https://reader034.vdocuments.us/reader034/viewer/2022042217/5ebff06a77ad5d4e1d077bca/html5/thumbnails/1.jpg)
Prof. Giuseppe Mancini
Politecnico di Torino
A sustainable approach to existing
structures
Prof. Eng. Giuseppe Mancini Politecnico di Torino - Italy
The Fourth International fib Congress 2014, Mumbai, February 10-14 2014
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Prof. Giuseppe Mancini
Politecnico di Torino
Assessment of existing structures
One of the most important tasks in today engineering
practice
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Prof. Giuseppe Mancini
Politecnico di Torino
Structural engineer demand
Assessment of actual safety level of existing structures
Extend residual life of existing structures
Social and economical constraints
Sustainability principles
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Prof. Giuseppe Mancini
Politecnico di Torino
Assessment should be done by use of “codes”
Use of codes conceived for the design of new structures leads to a relevant
degree of conservativism
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Prof. Giuseppe Mancini
Politecnico di Torino
Excess of conservativism implies negative environmental, social and economical consequences
Structures substantially fulfilling the relevant limit states can be judged as unsafe / unsatisfactory
Requirement of large amount of investments for their
Upgrading Reconstruction Demolition
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Prof. Giuseppe Mancini
Politecnico di Torino
There is a need to establish for the existing structures
New principles New design / verification methods
Beyond the scope of the design codes for new structures
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Prof. Giuseppe Mancini
Politecnico di Torino
It becomes fundamental the approach for the uncertainties treatment
New structures Existing structures
Essentially based on information gained
by experience
Acquisition of more or less detailed information on a specific
structure is fundamental
effect of construction process and use
alteration
deterioration
misuse
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Prof. Giuseppe Mancini
Politecnico di Torino
Treatment of uncertainties in existing structures
Type 1 uncertainties
Uncertainties due to inherent natural variability
Aleatory or random
The scatter that we observe can be measured and described in objective
terms
Type 2 uncertainties
Model uncertainties and statistical uncertainties
Epistemic
Related to lack of knowledge (intuition /
expert opinion / engineering judgement)
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Prof. Giuseppe Mancini
Politecnico di Torino
In engineering problems
Random uncertainties
Frequentistic interpretation
Epistemic uncertainties
Degree of belief interpretation
Bayesian approach to treat at the same way the two types of uncertainties
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Prof. Giuseppe Mancini
Politecnico di Torino
Random uncertainties
Probability density function (PDF)
May be modeled by means of continuous random variables
Materials mechanical properties
Actions
Model uncertainties in description of material properties and actions
Cumulative distribution
function (CDF)
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Prof. Giuseppe Mancini
Politecnico di Torino
Epistemic uncertainties
May be modeled as discrete random variables (described
by a PDF) or, better, by means of event tree
Lack of structural knowledge
Choice between alternative resisting models
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Prof. Giuseppe Mancini
Politecnico di Torino c 2,p
c 2
a
a 1,p
a 1
a 2,p
a 2
b
b 1,p
b 1
b 2,p
b 2
c
c 1,p
c 1
c 2,p
c 2
p1=pa1pb1pc1
p2=pa1pb1pc2
c
c 1,p
c 1
c 2,p
c 2
p3=pa1pb2pc1
p4=pa1pb2pc2
b
b 1,p
b 1
b 2,p
b 2
c
c 1,p
c 1
c 2,p
c 2
p5=pa2pb1pc1
p6=pa2pb1pc2
c
c 1,p
c 1 p7=pa2pb2pc1
p8=pa2pb2pc2
- Variables a/b/c are supposed to be
independent
- Weighted mean of probability of different
legs with probabilities pi
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Prof. Giuseppe Mancini
Politecnico di Torino
Economical considerations
Target reliability levels of existing structures may be modified respect to the corresponding
ones assumed for new structures, for
Social considerations
Sustainability considerations
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Prof. Giuseppe Mancini
Politecnico di Torino
Economical considerations
Larger value of incremental cost between acceptance and upgrading in existing
structures respect to the corresponding ones in new structures design
Design rules for new structures are conservatives
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Prof. Giuseppe Mancini
Politecnico di Torino
Social considerations
In case of intervention on existing structures, the necessity of displacement
of occupants and activities and limitations in case of heritage values
Such considerations do not affect the new structures
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Prof. Giuseppe Mancini
Politecnico di Torino
Sustainability considerations
Reduction of waste and recycling reduction of energy consumption
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Prof. Giuseppe Mancini
Politecnico di Torino
Modification of target reliability values
Current design code values and practice
Economic optimization
criteria
Minimum expected
overall cost
Type and importance of structure
Possible failure
consequences
Social and economical
criteria
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Prof. Giuseppe Mancini
Politecnico di Torino
BUT !!
Human safety shall always be considered, at the same level of risk accepted for new
constructions (10-5 per year of maximum probability to become victim of structural
failure)
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Prof. Giuseppe Mancini
Politecnico di Torino
Target reliability levels proposed in ISO 13822:2010 and by Vrouwenvelder and
Scholten
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Prof. Giuseppe Mancini
Politecnico di Torino
Target reliability levels proposed by Vrouwenvelder and Scholten for buildings
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Prof. Giuseppe Mancini
Politecnico di Torino
Reliability based derivation of partial factors on material side
With
X = coefficient of variation of material property
R = 0.32 (FORM sensitivity factor)
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Prof. Giuseppe Mancini
Politecnico di Torino
Reliability based derivation of partial factors for permanent actions
With
G = coefficient of variation of action
E = -0.28 (FORM sensitivity factor)
For unfavourable effect of action
With E,fav=0.32
For favourable effect of action
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Prof. Giuseppe Mancini
Politecnico di Torino
Reliability based derivation of partial factors for variable actions
With F-1Q,tref = inverse of distribution of maxima over tref
period
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Prof. Giuseppe Mancini
Politecnico di Torino
For a climatic action
Maxima over basic reference period t0
modeled by Gumbel
distribution
Characteristic value defined as
98th fractile of maxima over t0
Mutually independent
maxima over t0
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Prof. Giuseppe Mancini
Politecnico di Torino 25
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Prof. Giuseppe Mancini
Politecnico di Torino
Partial factors for material resistance evaluated with X = 0.05
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Prof. Giuseppe Mancini
Politecnico di Torino
Partial factors for material resistance evaluated with X = 0.15
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Prof. Giuseppe Mancini
Politecnico di Torino
Partial factors for permanent actions evaluated with G = 0.05
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Prof. Giuseppe Mancini
Politecnico di Torino
Partial factors for snow load evaluated with t0 = 1 year, tref = 50 years, q,t0 / qk=0.4 and
q,t0 = 0.5
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Prof. Giuseppe Mancini
Politecnico di Torino
Structural model should reflect the
actual condition of the existing structure
Proper deterioration models to be considered for
prediction of actual and future evolution in time of
structural behaviour
Knowledge of deterioration mechanism is necessary
Structural analysis
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Prof. Giuseppe Mancini
Politecnico di Torino
Structural performance to be analyzed by means of
Linear elastic analysis
Linear elastic analysis with limited
redistribution
Plastic analysis
Non-linear analysis
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Prof. Giuseppe Mancini
Politecnico di Torino
Selection of analysis type
Structural type Failure consequence
class
Validity of models used for new
structures
Availability of new design
models
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Prof. Giuseppe Mancini
Politecnico di Torino
If the minima requirements for the validity of resisting models used for new structures are not fulfilled and new models, able to describe
the actual structural behaviour and / or the deterioration and its evolution are not available
Non-linear analysis
Design by testing
Combination of both techniques
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Prof. Giuseppe Mancini
Politecnico di Torino
Safety format
Partial factors format Full probabilistic
Linear elastic, linear elastic with limited
redistribution, plastic
Global resistance factors
Non-linear analysis
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Prof. Giuseppe Mancini
Politecnico di Torino
Partial safety factors format
Limit state function Design
value of actions
Design value of material
properties
Design value of
geometrical quantities
Design value of model
uncertainties
Serviceability constraints
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Prof. Giuseppe Mancini
Politecnico di Torino
Design values to be determined on the basis of
Target reliability index ( )
Remaining service life
Outcomes of tests
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Prof. Giuseppe Mancini
Politecnico di Torino
Full probabilistic safety format
Estimation of probability of failure or reliability index evaluation
Recommendations of JCSS “Probabilistic Model Code” and
“Probabilistic assessment of existing structures”
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Prof. Giuseppe Mancini
Politecnico di Torino
Verification procedure
Definition of structural
model
Description of aleatory input
variables
Random variables
Random fields (spatial
randomness)
Description of epistemic
uncertainties
Discrete distribution
function
Event tree
Probabilistic analysis
(with bayesian
approach) of structural
performance
Monte Carlo method
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Prof. Giuseppe Mancini
Politecnico di Torino
Updating of random variables considering the actual structural condition
Actions Material properties
Dimensions of structural
elements
Deterioration models
Model uncertainties
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Prof. Giuseppe Mancini
Politecnico di Torino
Global resistance factor
Accounts for the uncertainties of
structural behaviour at the level of structural
resistance
Effects of various uncertainties integrated
in a global design resistance and
expressed by a global safety factor
Representative values of global
resistance variables and global safety
factors chosen to fulfil the reliability requirements in terms of index
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Prof. Giuseppe Mancini
Politecnico di Torino
Global safety format
Reflects the variability of
structural response due to random
properties of basic variables and
model uncertainties
Limit state function is described by N.L. analysis
Variability of R not constant for a set of
materials, but depending on
structural model
For failure governed by
concrete, resistance variability
higher than for reinforcement
dominated failure
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Prof. Giuseppe Mancini
Politecnico di Torino
Global safety format
Actions Action effects (internal actions)
P.G.A.
May be defined in the domain of
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Prof. Giuseppe Mancini
Politecnico di Torino
In the domain of actions
With: qu → failure load estimated with an incremental non linear analysis with the mean values of material resistances;
’R → global safety factor accounting also for uncertainties in structural resistance and in resisting model;
R → global safety factor accounting for the only uncertainties in structural resistance;
Rd → partial factor accounting for the uncertainties in resisting model.
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Prof. Giuseppe Mancini
Politecnico di Torino
R and ’R are derived by means of probabilistic approach
CDF of standard normal distribution of
resistance FORM sensitivity
factor
Reliability index
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Prof. Giuseppe Mancini
Politecnico di Torino
Structural resistance is described by a two-parameter lognormal distribution
Mean value of resistance Coefficient of variation
of resistance
Assuming VR ≤ 0.25
VR to be estimated by Monte Carlo method
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Prof. Giuseppe Mancini
Politecnico di Torino
Global resistance factor
Accounting for uncertainties in resistance and resisting model
As a simplification:
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Prof. Giuseppe Mancini
Politecnico di Torino
Two span continuos beam in bending
Probabilistic model
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Prof. Giuseppe Mancini
Politecnico di Torino
Coefficient of variation of resisting bending moment versus reinforcement ratio
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Prof. Giuseppe Mancini
Politecnico di Torino
Global resistance factors R and ’R in short columns for different M / N combinations
Global resistance factor R
Global resistance factor ’R
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Prof. Giuseppe Mancini
Politecnico di Torino
Global resistance factors R and ’R in slender columns ( =100) for different M / N combinations
Global resistance factor R
Global resistance factor ’R
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Prof. Giuseppe Mancini
Politecnico di Torino
Most important deterioration phenomena in concrete structures
Reinforcement corrosion
(carbonation and chlorides)
Freeze and thaw ASR Chemical agent attack
Fatigue
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Prof. Giuseppe Mancini
Politecnico di Torino
Corrosion effect on reinforcement
Distributed corrosion
Carbonation and chloride high content
Pitting corrosion
Chlorides low content
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Prof. Giuseppe Mancini
Politecnico di Torino
Corrosion effect on reinforcement
• Reduction of cross section
• Modification of constitutive relationship (Cairns et al.)
fy = 1.0 -ay ×Qcorr( ) × fy0
fu = 1.0 -au ×Qcorr( ) × fu0
eu = 1.0 -a1 ×Qcorr( ) ×e10
Qcorr= corroded
percentage area
Pay attention to redistribution and plastic analysis !!
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Prof. Giuseppe Mancini
Politecnico di Torino
Empirical coefficients for strength and ductility reduction of reinforcement
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Prof. Giuseppe Mancini
Politecnico di Torino
Corrosion effect on concrete
Corrosion product characterized by a volumetric expansion ratio
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Prof. Giuseppe Mancini
Politecnico di Torino
A radial pressure is generated with tensile strain in concrete around the bars
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Prof. Giuseppe Mancini
Politecnico di Torino
Exceeding the maximum tensile strain, concrete cracks, so reducing the compressive resistance along the crack, in particular outside the confining effect of reinforcement
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Prof. Giuseppe Mancini
Politecnico di Torino
A reduced concrete strength may be defined (Coronelli et al.)
fc
* =fc
1+ k ×e1
ec0
where = deformation at peak load and k = 0.1, ec0
nbarse1 =bf -b0
b0
=nbars ×wcrack
b0wcrack
= number of corroded bars
=crack openings
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Prof. Giuseppe Mancini
Politecnico di Torino
Homotetic reduction of concrete strength due to reinforcement corrosion
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Prof. Giuseppe Mancini
Politecnico di Torino
Corrosion effect on bond
Bond increase due to confinement exerted by oxide expansive formation up to the appearance of first crack in concrete
Bond reduction after the appearance of longitudinal cracks along the bars (important role of confinement exerted by reinforcement, Berra )
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Prof. Giuseppe Mancini
Politecnico di Torino
Main parameter influencing bond reduction
Concrete tensile strength
Bar type (bare or ribbed)
Type and rate of corrosion
(natural/accelerated)
Ratio between cover and bar diameter (c/Φ)
Level of confinement
High influence
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Prof. Giuseppe Mancini
Politecnico di Torino
Pull out tests with and without confinement done by Lee et al. (cube 14mm , Φ=13mm, bond length = 8Φ)
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Prof. Giuseppe Mancini
Politecnico di Torino 63
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Prof. Giuseppe Mancini
Politecnico di Torino 64
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Prof. Giuseppe Mancini
Politecnico di Torino
Test results on bond deterioration are not exhaustive. A large experimental campaign is on
the way in Turin
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Prof. Giuseppe Mancini
Politecnico di Torino 66
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Prof. Giuseppe Mancini
Politecnico di Torino
Bond reduction effect in SLS
In linear elements, mainly a reduction of β coefficient accounting for tension stiffening in
moment-curvature diagram
Experimental tests by Rodriguez et al.
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Prof. Giuseppe Mancini
Politecnico di Torino 68
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Prof. Giuseppe Mancini
Politecnico di Torino
Bond reduction effect at ULS
Important reduction of bearing capacity and ductility
Slip between reinforcement and
concrete
Rising of neutral axis
Premature failure of concrete
Ductility reduction
Need for a N.L. analysis because
planarity of section is lost
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Prof. Giuseppe Mancini
Politecnico di Torino
Beams tested by Rodriguez
et al. with different levels
of corrosion
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Prof. Giuseppe Mancini
Politecnico di Torino
Important reduction of bearing capacity and ductility
Equilibrium of a block located between two
cracks (Srm)
Compatibility conditions
applied along the
entire block
Evaluation of point of nil slip
within each block
Extension of compatibility to
adjacent blocks and to all the beam
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Prof. Giuseppe Mancini
Politecnico di Torino
Numerical evaluation of tested beams
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Prof. Giuseppe Mancini
Politecnico di Torino
Combined fatigue and corrosion effect on bond in unconfined concrete (bridge slab)
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Prof. Giuseppe Mancini
Politecnico di Torino
Crack evolution with cyclic number
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Prof. Giuseppe Mancini
Politecnico di Torino
Cyclic action combined with corrosion implies localization of corrosion around cracks due to fretting
fatigue (relative slip between concrete and reinforcement near the cracks)
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Prof. Giuseppe Mancini
Politecnico di Torino
Combined fatigue and corrosion effect on bond in confined concrete
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Prof. Giuseppe Mancini
Politecnico di Torino
Test on corroded specimens
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Prof. Giuseppe Mancini
Politecnico di Torino
Crack evolution with cracks number at maximum and minimum load
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Prof. Giuseppe Mancini
Politecnico di Torino
Expected evolution in time of deterioration level asks for monitoring
Control of deterioration model
uncertainties
Evaluation of anomalous evolution of deterioration
Feedback of priority criteria adopted on a
set of deteriorated structures
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Prof. Giuseppe Mancini
Politecnico di Torino
Measured parameters
Overall behavior indicators
Local behavior indicators
Vibration,
overall deformation,
…………….
Local deformation,
local stresses,
………………..
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Prof. Giuseppe Mancini
Politecnico di Torino
A new approach to measure compressive stresses in concrete in static and dynamic conditions with
wireless sensors
Smart Concrete Program
81
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Prof. Giuseppe Mancini
Politecnico di Torino
MONITORING
SMART CONCRETE PROGRAM
EMBEDDED SENSORS
LOCAL PRESSURE MEASURE
PMI
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Prof. Giuseppe Mancini
Politecnico di Torino 83
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Prof. Giuseppe Mancini
Politecnico di Torino
ADVANTAGES (1)
LOW COST MEASURE STABILITY
WIRELESS SYSTEM
LONG LIFE
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Prof. Giuseppe Mancini
Politecnico di Torino
ADVANTAGES (2)
STATIC AND DYNAMIC MEASURE
CAPABILITY
UNAFFECTED BY CREEP
AND SHRINKAGE
COMPLETE EVALUATION OF STRESS
TENSOR
ABLE TO EVAUATE THE REDISTRIBUTION OF
INTERNAL ACTIONS (IF ANY) DUE TO CREEP
AND SHRINKAGE
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Prof. Giuseppe Mancini
Politecnico di Torino
APPLICATION TO EXISTING STRUCTURES
TO EVALUATE THE ACTUAL DAMAGE EVOLUTION RESPECT TO THE EXPECTED ONE
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Prof. Giuseppe Mancini
Politecnico di Torino
APPLICABILITY
AT THE MOMENT UNDER CALIBRATION ON CONCRETE SAMPLES IN POLITECNICO DI
TORINO / DISEG LABORATORY, THEN APPLICATION IN NEW STRUCTURES AND IN EXISTING INFRASTRUCTURES (BRIDGES)
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Prof. Giuseppe Mancini
Politecnico di Torino
Thank you for your kind attention
88