ACCIDENT
Advanced Cementitious Composites in DEsign and
coNstruction of safe Tunnel
2
OUTLINE
Project Framework
Final aim
Material level
Meso-scale structure level
Reduced-size full-scale structure level
Partner’s role and activities
Time schedule
Marco di Prisco
3
ENGINEERING FRAMEWORK
LARGE AND SOCIALLY-SENSITIVE STRUCTURES
Bridges
High rise building
Off-shore platform
Secondary containment shells
for nuclear power plants
Marco di Prisco
Pipeline
Tunnels
4
ENGINEERING FRAMEWORK
LARGE AND SOCIALLY-SENSITIVE STRUCTURES
Bridges
High rise building
Off-shore platform
Secondary containment shells
for nuclear power plants
Marco di Prisco
Pipeline
Tunnel
s
5
ENGINEERING FRAMEWORK
LARGE AND SOCIALLY-SENSITIVE STRUCTURES
Fire and blast scenario in tunnels
Empty tank explosion
Marco di Prisco
6
ENGINEERING FRAMEWORK
Year
Name of Tunnel
Country
Length
(m)
Deaths
Number
Injured
Vehicles
Burnt
Accident Type
1994
Hugouenot
South Africa
6111
31
28
1
Bus Engine Problem
1995
Pfaender
Germany
6719
53
4
4
Collision
1996
I.Femmine
Italy
148
5
10
20
Collision
1996
Channel Tunnel
England
50000
-
34
-
Truck fire
1999
Mont Blanc
Italy
11600
39
-
26
Fire due to a leak
1999
Tauren
Austria
6400
12
-
40
Collision
2001
Gotthard
Switzerland
16918
11
65
23
Collision
2003
M. Berici
Italy
-
6
50
-
Overturning
2005
Frejus
Italy
12895
2
20
4
Fire due to a oil spill
Marco di Prisco
7
ENGINEERING FRAMEWORK
Tunnel Boaring Machine – TBM Tunne
l Ring
Shield
Hydraulic
jack
Advancing
direction
Cutter
head
Structural problems
Dehn 2006
Fire problems
spalling
hydraulic
jacks
hydraulic
jacks
0 kg
in-plane actions
(placing situation)
splitting
hydraulic
jacks
Schnütgen 2000
Marco di Prisco
2 kg
3 kg
3D numerical modelling of tunnel in Urban Area
Marco di Prisco
9
ENGINEERING FRAMEWORK
Goals:
1- New class of structural materials for extreme conditions (high temperature and shock)
2- Construction and/or rehabilitation of tunnels designed for exceptional loads
Marco di Prisco
EXCEPTIONAL LOADS: Italian Standard D.M.14/01/2008
•
•
•
•
3.6 EXCEPTIONAL ACTIONS
3.6.1 Fire
3.6.2 Explosions
3.6.3 Collisions
“Quando non si effettuano verifiche specifiche nei confronti delle
azioni eccezionali, quali esplosioni, urti, ecc., la concezione
strutturale, i dettagli costruttivi ed i materiali usati dovranno
essere tali da evitare che la struttura possa essere danneggiata in
misura sproporzionata rispetto alla causa”
Marco di Prisco
D.M. 14/01/2008: Classification and required performance
Marco di Prisco
12
Project Levels
Material:
Mechanical characterisation at high temperature and
high strain rate of FRCCs
Meso-structure:
Design and construction of a shock tube for testing the
soil-structure interaction under shocks waves
Structure:
Fire and blast test within a pipes embedded in soil
Marco di Prisco
13
ENGINEERING FRAMEWORK
A.C.C.I.DE.N.T
Funded by INTERREG
Advanced Cementitious Composites
In DEsign and coNstruction of
safe Tunnel
Partners:
ITALY
SWITZERLAND
Universities
Politecnico di Milano
SUPSI
Design Studio
Area3
Dynalab Impact technology
Lombardi S.A.
Industries
Gavazzi
Mako Shark
GenioBeton S.A.
TGM Prefabbricati S.A.
Financial
institutions
Camera di Commercio di Lecco
Provincia di Lecco
Marco di Prisco
PRO.ME.TE.O. Project at Politecnico di Milano
PROMETEO is a strategic research project of Politecnico di
Milano focusing on civil protection and homeland security
(public protection) topics.
The project, designed in 2005 and activated in 2006, finds
out its natural geographic positioning in the Lecco Campus of
Politecnico di Milano for the presence of distinctive open air
territorial laboratories, such as the alpine valleys of Valtellina and
Valsassina (hydrogeological risk) and the nearby urban industrial
areas of the Milano Metropolis (industrial, transportation and
homeland security risks).
Marco di Prisco
PRO.ME.TE.O. : main project in progress
G.A.U.S.S.
Marco di Prisco
GAUSS: Project activities
Non
Non traditional
traditional
reinforcement
reinforcement
(shotcrete)
(shotcrete)
Connections
Connections
in
in fire
fire
situation
situation
Mechanical
Mechanical
characterization
characterization
at
at High
High
Temperatures
Temperatures
Damage
Damage
detection
detection after
after
fire
fire
Structural
Structural
assessment
assessment
of
of railway
railway
tunnel
tunnel (ATM)
(ATM)
Viability
Viability
Reoriented
Specialized
Come out
Soil-structure
Soil-structure
interaction
interaction
under
under impact
impact
load
load
3D
3D numerical
numerical
modelling
modelling of
of
tunnel
tunnel in
in
D-region
in
D-region in
Urban
Urban Area
Area
SFRC
SFRC
structures
structures
ACCIDENT
ACCIDENT
Advanced
Advanced Cementitious
Cementitious
Composites
Composites in
in Design
Design and
and
coNstruction
coNstruction of
of safe
safe Tunnel
Tunnel
Marco di Prisco
GAUSS: researchers involved
STRUCTUR
STRUCTUR
E
E
GEOTECHNICS
Prof. C. di Prisco
Prof.
Prof. M.
M. di
di Prisco
Prisco
Prof.
Prof. L.
L. Cedolin
Cedolin
Prof.
Prof. P.
P. Gambarova
Gambarova
TRANSPORTATIO
N
Prof. F. Calvetti
Prof. R. Maia
Dr. R. Castellanza
Ing. G. Rainoldi
Dr. A. Galli
FLUID
DYNAMICS
Prof.
Prof. R.
R. Felicetti
Felicetti
Dr.
Dr. P.
P. Bamonte
Bamonte
Dr.
Dr. M.
M. Colombo
Colombo
Prof. R. Inzoli
Dr.
Dr. G.
G. Di
Di Luzio
Luzio
Dr.
Dr. L.
L. Ferrara
Ferrara
Dr.
Dr. A.
A. Caverzan
Caverzan
SURVEY
Dr.
Dr. P.
P. Martinelli
Martinelli
Ing.
Ing. P.
P. Bonalumi
Bonalumi
Prof. A. Giussani
Ing.
Ing. A.
A. Magri
Magri
Dr. M. Scaioni
Ing.
Ing. G.
G. Zani
Zani
Dr. F. Roncoroni
Marco di Prisco
GAUSS: Flow charts activities
Materials
Materials
Fire
Fire
Blast
Blast
Structure
Structure
Modelling
Modelling
Exceptional
Exceptionalloading
loading
conditions
conditions
Design
Design
Soil
Soil
Test
TestCase
Case
Survey
Survey
Damage
Damage
detection
detection
Marco di Prisco
Tunnel
Tunneldesign
design
reliability
reliability
Fluid
Fluiddynamics
dynamics
Viability
Viability
TBM – FRC for tunnel linings
Recent constructions in SFRC
Tunnel SFRC
Diameter
Type and dosage of fibres
Section length
7.5 m
30×
×0.50 mm; 60 kg/m3
not known
Essen Metro (Germany)
7.2 m
(internal)
50×
×0.6 mm; 50 kg/m3
not known
Heinenoord 2
(The Netherlands)
7.6 m
(internal)
60×
×0.75 mm; 60 kg/m3
24 m
Naples Metro Line 1 (Italy)
5.8 m
(internal)
50×
×0.50 mm; 40 kg/m3
3 km
Oënzberg (Switzerland)
11.4 m
(external)
60×
×0.92 mm; 60 kg/m3
580 m
Channel Rail Link (UK)
7.15 m
(internal)
60×
×0.75 mm; 30 kg/m3
50×
×1 mm; 33 kg/m3
12 km
8 km
4m
60×
×0.75 mm; 30 kg/m3
11 km
3.8 m
(internal)
60×
×0.92 mm; 40 kg/m3
5 km
4.5 m
60×
×0.75 mm; 30 kg/m3
1.4 km
Paris Metro (France)
Water transport, Manabi
(Ecuador)
Gas transport, Söremberg
(Switzerland)
Baggage transport, Heathrow
Airport (UK)
Marco di Prisco
TBM - Problems and previous experiences
Barcelona: total length 43 km; 46 stations; depth 0-90 m
Marco di Prisco
Track Configuration Within Tunnel
(by R. Gettu et al. – BEFIB 2004)
Marco di Prisco
Tunnel Lining Segments
(by R. Gettu et al. – BEFIB 2004)
Details of Section 4
Excavation: 12 m diameter.
Lining: 7 identical
segments + half-size key.
Internal diameter: 10.9 m.
Lining thickness: 350 mm.
Ring width: 1.80 m.
Designed with SFRC
reinforced with conventional
rebars (60 kg/m3 of rebars,
30 kg/m3 of fibres, 50 MPa
concrete)
350
10900
350
11600
Marco di Prisco
Casting and Stacking of the Segments
(by R. Gettu et al. – BEFIB 2004)
Marco di Prisco
Construction of the Lining
(by R. Gettu et al. – BEFIB 2004)
Marco di Prisco
Selection of the Concrete Composition
(by R. Gettu et al. – BEFIB 2004)
• Requirements
• 28-day characteristic compressive strength of at least 40 MPa.
• Early-age (4-6 hours) mean compressive strength of at least 25 MPa.
• 28-day mean equivalent flexural strength of at least 2.9 MPa.
• Practical Considerations
• Adequate “placeability” with 30 kg/m3 of steel fibers.
• Maximum cement content of 400 kg/m3.
• Cement and aggregates should be those normally used in the
prefabrication plant.
Marco di Prisco
Composition and Properties
(by R. Gettu et al. – BEFIB 2004)
Component
3
kg/m
Cement CEM I 52.5R
400
Sand 0/5 mm
Gravel 5/14 mm
745
558
Grava 12/22 mm
559
Water
Superplasticizer
132.2
4.8
Property
Test result
Slump after 20 minutes
from casting
Density of fresh concrete
28-day cylinder strength
Compressive
strength with
accelerated
curing
Marco di Prisco
at 4+0,5
hours
at 5+0,5
hours
at 6+0,5
hours
3 cm
2430 kg/m3
62,8 MPa
(±2,4%)
18,7 MPa
(±3,7%)
25,0 MPa
(±3,1%)
28,2 MPa
(±2,4%)
Selection of Fiber Type
(by R. Gettu et al. – BEFIB 2004)
Toughness
Characterization
• Toughness evaluated
with different fibers.
• Fibers had lengths of 5060 mm and diameters of
0.75-1.0 mm.
50
Dramix 80/60
Tests with
Dramix 65/60
3
45 kg/m
Wirand of
1.0/50
40
CLoad
arga (kN)
(kN )
Belgian standard was
chosen for determining
the equivalent flexural
strength (deflection limit
of 1.5 mm).
1060
fibres Novocon
Duoloc 47×1.0
30
20
10
0
0
1
2
Flecha (mm)
3
Midspan deflection (mm)
Marco di Prisco
4
Evaluation of Possible Use of Fibers
as the only reinforcement (by R. Gettu et al. 2004)
• More than 3 km of tunnel lining has been
constructed with rebar + fibre
reinforcement.
• Is the total substitution of bar
reinforcement with fibers cost-effective, in
this project?
• Yes, if the required performance can be
obtained with a dosage of about 60 kg/m3.
Duration of study ≤ 4 months
Marco di Prisco
Performance of the Tunnel Lining
(by R. Gettu et al. – BEFIB 2004)
Requirements
• Adequate flexural strength during demolding and storage
in order to avoid cracking.
• Resistance against cracking or crushing due to the
reactions of the actuators of the tunnelling machine
during the boring operation.
• Ability to resist the soil pressure during service.
Marco di Prisco
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Numerical Analysis: Level of stresses
High tensile
Eccentricities
inthe soil
During
service,
The
low tensile
stresses obtained in the
stresses
the
reaction
pressure
canof
generate
canactuators
occur motivated
analyses
further
the
of
compressive
stresses
of up study of the
when
the The
the
tunelling
possibility
of using
steel fibres as the only
to
17
MPa.
maximum
Possible
Posibleseccentricities
eccentricidades between
respecto elsupports
eje de apoyo
supports
machine,
values
of tensileofstress
are
reinforcement
the concrete
in the
are than 1inMPa.
especially
the
less
segments.
eccentric
radial
direction,
during
can
generate
storage
by
high
localized
piling. stresses.
tensile
Marco di Prisco
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Material Characterization
• Comparison of the performance
60
40
of different fibres.
Dramix 80/60
30
Carga
C arga(kN)
(kN )
• Evaluation of reference
compressive and flexural
strengths, and toughness.
Load
Load (kN)
(kN)
Dramix 65/60
40
Wirand
Novocon
Duoloc
20
Dramix 80/60 BN
Dramix 65/60 BN
Wirand 50x1 mm
Novocon HE
1060
60 kg/m3
Duoloc 47×1.0
45 kg/m3
20
• Accelerated curing was simulated
10
in a environmental chamber.
30 kg/m3
00
0
0
0.5
0.25
1
1.5
0.5 Flecha
0.75
(mm)
2
1
2.5
1.25
Flecha (mm)
Deflection
(mm)
Deflection (mm)
Marco di Prisco
3
1.5
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Real-Scale Structural Testing: Stacking
No cracking occurs in the SFRC
segments when the eccentricity of the
supports is equal to or less than 50
cm, even when all the segments of a
ring are piled at the age of 4 days.
Marco di Prisco
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
For small crack openings (less than 0.2
mm), the segment with 60 kg/m3 of fibres
has similar load-carrying capacity as the
segment with conventional rebars.
Load (kN)
Load (kN)
Real-Scale Structural Testing: Flexure
Tensile displacement or crack opening (mm)
Marco di Prisco
Tensile displacement or crack opening (mm)
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Real-Scale Structural Testing: In-Plane Compression
Some local cracking appears.
The behaviour is similar for the SFRC
and reference panels.
Marco di Prisco
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Real-Scale Structural Testing: Contact at Joints
Splitting cracks occur at high
loads.
Slightly more cracking is seen
in SFRC specimens.
Marco di Prisco
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Quality Assurance Requirements:
•
Fibre quality (dimensions, hooks, tensile strength and elastic modulus,
surface quality)
•
Batching and Mixing (homogeneity, slump/workability)
•
Fibre content in fresh concrete
•
Toughness requirement of SFRC
•
Placing should not affect the homogeneity of the concrete
•
Vibration should be regulated to avoid preferential orientation and
segregation of fibers
Marco di Prisco
Tunnel Lining of Section 4
(by R. Gettu et al. – BEFIB 2004)
Quality Check of Cast Segment
4 cores extracted perpendicular to the
curved surface (radial direction) and
4 cores extracted from the flat edges,
one from the middle of each side
To check preferential
orientation:
Fibre count made on
halved core. Differences
should not be more than
10% of the lower value.
To check segregation:
10 cm
Radial core
20 cm
Core extracted from flat face
Marco di Prisco
Cores are crushed, fibres
are separated and
weighed. The fibre
content should not vary
by more than 5% from
the specified value.
Barcelona Metro: further structural analyses
(by Plizzari et al. Università di Brescia, 2005)
Tunnel Segments: Non Linear Analyses, Fiber FF1-45
25000
Service Load =3000x4=12000 kN
Segment is already cracked
Load [kN]
20000
15000
Splitting cracks in radial and tangential
direction in the loaded zones Max.
Service
Load
Load
10000
5000
0
0
0,5
1
1,5
2
Displacement [mm]
Marco di Prisco
2,5
3
3,5
Barcelona Metro: further structural analyses
(by Plizzari et al. Università di Brescia, 2005)
Sezione longitudinale
5
Aree di carico
dei martinetti
Original
Design
4
3
1
Proposal
3
2
Staffe φ 8/200 mm
4 Staffe sotto
le zone di carico
4
Sezione trasversale
500
350
450
Vantages:
encumbrance
50 1) smaller
100
100
Pilastrino
2) simpler construction
10 φ 14
3) simpler casting
Marco di Prisco
Research carried out
Delft University of Technology (’90): load system to test three rings built with full-scale
tunnel segments by means of 84 jackets (850 kN each one), singly controlled with axial
loads applied by means of 14 jackets (5000 kN each one).
Marco di Prisco
Research carried out
France: full-scale Tests carried out in Paris (Toutlemonde,
LCPC) and Rome (A. Meda & Z. Rinaldi)
Marco di Prisco
ACCIDENT: material level. Which composite?
Original idea
Material
improve fire resistance
reduce blast damage
improve durability
reduce the risk of global
collapse
Identification
Dynamic
behaviour
Fire
behaviour
SFRC
?
HPFRCC
?
?
?
CEM.
MORTAR
?
?
?
TRC
?
?
Marco di Prisco
SFRC assumptions
representative volume
casting procedure
dependency
large scattering
anisotropic behaviour
multi-localization
softening characterized
by a quite constant
residual strength
A homogeneous material “monophase” … Careful identification test
Careful choice of the model
Marco di Prisco
P
Uniaxial tension
a
h
h+a=l
P
l
l
l
L=3.5 l
σN
fIf
feq1
feq2
σ
fFts
0 w 0.6
i1
w i2 3.0
CTOD
0.5feq2-0.2 feq1
fFtu
wi2
wu
w
by Colombo et al. 2006
Marco di Prisco
D-Region in SFRC structures
Experimental investigation of the diffusive behaviour of concrete slabs of different size
(S,M,B) and different loading region β=b/a
a
PIASTRA PRESSA
PIASTRA DI
APPLICAZIONE
DEL CARICO
PROVINO IN CLS
b
b
PIASTRA PRESSA
a
b
β=b/a
β=
t
b
Marco di Prisco
Description of the retaining structure
Marco di Prisco
Materal
Experim.
progr.
Uniaxialtens
Conclusion
ion
SFRC: behaviour at high temperature
Average results
Marco di Prisco
Hot vs Residual bending tests on SFRC
PDF
P
FLoad
DF
[kN]
[kN]
T=200°C
3
T=400°C
R
H
av. H-av. R
30
8
75
Ø8
1.2
2
0.8
100
100
1
150
150
Load
[kN]
F [kN]
6
150
T75/50/45-30
0
0
0
Hot
Residual
T=200°C
1
2
3
0
4
1
Displacement [mm]
2
3
4
Displacement [mm]
0.3
0.8
P
DF
[kN]
4
0.4
DF
[kN]
T=600°C
T=800°C
0.6
0.2
400°C
0.4
2
0.1
0.2
600°C
800°C
(c) 0
0
0
1
2
3
4
Def lection [mm]
Colombo, di Prisco - SFRC: a damage model to investigate high temperature …
0
0
1
2
3
4
Displacement [mm]
Marco di Prisco
0
1
2
3
4
Displacement [mm]
Hot vs Residual bending tests on SFRC
P
P
P
FLoad
DF
[kN]
DF
[kN]
T=200°C
3
T=400°C
R
H
av. H-av. R
30
8
75
Ø8
1.2
2
0.8
100
100
1
150
150
Load
[kN]
F [kN]
6
150
T75/50/45-30
0
0
0
Hot
Residual
T=200°C
1
2
3
0
4
1
Displacement [mm]
2
3
4
Displacement [mm]
0.3
0.8
P
DF
[kN]
4
0.4
DF
P
[kN]
T=600°C
T=800°C
0.6
0.2
400°C
0.4
2
0.1
0.2
600°C
800°C
(c) 0
0
0
1
2
3
4
Def lection [mm]
Colombo, di Prisco - SFRC: a damage model to investigate high temperature …
0
0
1
2
3
4
Displacement [mm]
Marco di Prisco
0
1
2
3
4
Displacement [mm]
STATE OF ART: HIGH STRAIN RATES
What are high strain rates?
EARTHQUAKE: 10-3 - 100 s-1
IMPACT - BLAST: 100 - 102 s-1
Marco di Prisco
STATE OF ART: HIGH STRAIN RATES
Plain concrete under high strain rates
Malvar, L.J., Ross, C.A., “Review of Strain Rate
Effects for Concrete in Tension,” ACI Materials
Journal
Model Code 2010
REPRESENTATIVE VOLUME
Vs.
STRUCTURAL RESPONSE
Marco di Prisco
ACCIDENT: material level. Which composite?
High Performance Fibre Reinforced Cementitious Composite (HPFRCC)
Material characteristics
small aggregate size
fibre volume less then 2%
self-compacting
dense composite
Advantages
reduced porosity
reduce structural thickness
compressive strength grater then 100 Mpa
bending strain hardening response
Disadvantages
segregation problem
material homogeneity depending on cast
procedure
Naaman 2006
tensile characterization highly dependent on test type
Marco di Prisco
Classification
53
STATE OF ART: THE MATERIAL
HPFRCC at low strain rates
Naaman 2004
material considered as mono-phase
small specimens tested
different test type and specimen (e.g. dog bone)
increasing the specimen size the material homogeneity decrease
Marco di Prisco
150 50
beam L2
L2-A
150
T2-A
L2-B
T1-A
L1-B
beam L1
L1-A
150
T1-B
supposed flow lines
L2-B
L1-B
L2-A
L1-A
150
casting
direction
500
T2-A beam T2
T2-B
T1-A
T1-B
beam T1
150 50
150
beam L1
50 150
beam L2
supposed
flow lines
T2-B
500
150
Slab A
150
150
casting
direction
150
beam T1
50 150
beam T2
HPFRCC: orthotropic behaviour
Slab B
Marco di Prisco
500 mm - 20 in.
150 mm - 6 in.
30 mm - 1.2 in
7
m
m
A
150 mm
6 in.
A
200 mm - 8 in.
sect. A-A
450 mm - 18 in.
30
30
beam L1
beam L2
slab
A
20
σ N (N/mm2)
σ N (N/mm2)
beam L2
beam L1
10
slab B
20
beam T1
10
beam T1
beam T2
beam T2
0
0
2
4
6
8
10
COD (mm)
0
0
2
4
6
COD (mm)
Marco di Prisco
8
10
Marco di Prisco
16
slab A
12
slab A
beams L1/2
12
beams L1/2
σ (N/mm2)
σ (N/mm2)
16
DEWS L1/2-B
8
DEWS T1/2-B
DEWS L1/2-B
DEWS T1/2-B
8
4
4
arctg Ec
0
0
0.002
0.004
0.006
0.008
0.01
strain ε
0
0 0.6
3
6
crack opening w (mm)
Marco di Prisco
9
HPFRC: Production of sheet piles
Marco di Prisco
ACCIDENT: meso-structure level.
Area Holcim
Laboratory
Specimen
Examples of
Soil
Furnace
Marco di Prisco
Shock Tube
ACCIDENT: meso-structure level.
Shock tube main features
Slab Diameter = 480 mm
Maximum reflected pressure = 5.0 MPa
Maximum Mach Number = 2.5
Burner Equipment
Soil Structure Interaction
Marco di Prisco
ACCIDENT: reduced scale full-size structure level
Bovisio Masciago: Fire and explosion tests
within a concrete pipe embedded in sand soil
Bovisio Masciago plan
Tunnel (already existing)
Shaft
Shaft
Shaft
Length: 54.2 m
Marco di Prisco
Fire Department
Training Campus
ACCIDENT
Structure level: Fire and explosion tests
Internal
diameter:
Thickness:
1m
8 cm
Embedded
width: 2.32 m
Instrumented sections during the test
Section
C
2
Section B
Section A
Sections for cores
and NDT
1
Marco di Prisco
Section
Section A
D 50cm C 100cm B 400cm
EXPERIMENTAL ACTIVITY
Objectives
63
II STEP - Blast tests on embedded concrete pipe
LEVELS
I) Elastic regime:
detonation of small charges
II) Collapse mechanism:
detonation of large charges
OBJECTIVES
- Investigation of the behaviour
of a real scale structure and
an in situ soil-structure system
- Collection of data for checking the
modelling reliability on a real scenario
Marco di Prisco
EXPERIMENTAL ACTIVITY
II STEP - Blast tests on embedded concrete pipe
64
Blast tests on a concrete pipe
embedded in soil at a depth of about 2.3m
FIRE BRIGADE
TRAINING CAMPUS
EMBEDDE PIPE
Marco di Prisco
The already existing pipe
is placed at the Fire
Brigade Training Campus
of Bovisio Masciago
(MB)
EXPERIMENTAL ACTIVITY
II STEP - Blast tests on embedded concrete pipes
65
GEOMETRY AND INSTRUMENTATIONS
PIPE GEOMETRY
• LENGTH: 26.0 m
• DIAMETER: 1.0 m
• THICKNESS: 8.5 cm
• JOINTS: 1.0 m each
• DEPTH: 2.3 m
Marco di Prisco
EXPERIMENTAL ACTIVITY
II STEP - Blast tests on embedded concrete pipes
66
GEOMETRY AND INSTRUMENTATIONS
INSTRUMENTED
SECTION
• SECTION 1:
0.0 m
• SECTION 2:
0.5 m
• SECTION 3:
1.0 m
• SECTION 4:
2.0 m
• SECTION 5:
4.0 m
Marco di Prisco
MILESTONES
A – Development and characterization of fibre reinforced materials
static and dynamic (high strain rate), high temperature
characterization
I ANNO
II ANNO
III ANNO
Partners:
• Politecnico di Milano
• Gavazzi
• SUPSI
• Genio Beton S.A.
• Mako Shark
• Dynalab impact technology
Marco di Prisco
MILESTONES
B – Design and costruction of a shock tube
I ANNO
II ANNO
III ANNO
Partners:
• Politecnico di Milano
• Gavazzi
• SUPSI
• Area3
• Mako Shark
• Dynalab impact technology
Marco di Prisco
MILESTONES
C- Fire and blast tests
Case test aimed at the validationof the constitutive models and
structural modelling for uncoupled and coupled actions
I ANNO
III ANNO
II ANNO
Partners:
• Politecnico di Milano
• Gavazzi
• Area3
• SUPSI
• Genio Beton S.A.
• TGM Prefabbricati S.A.
• Mako Shark
• Lombardi S.A.
• Dynalab impact technology
Marco di Prisco
MILESTONES
D – Prototypization of the best solutions
I ANNO
II ANNO
III ANNO
Partners:
• Politecnico di Milano
• Gavazzi
• SUPSI
• Genio Beton S.A.
• Mako Shark
• Lombardi S.A.
Marco di Prisco
• TGM Prefabbricati S.A.
71
MILESTONES
E – Dissemination of test results
Regional, national and international communication
I ANNO
II ANNO
III ANNO
Partners:
• Provincia di Lecco
• Camera di Commercio di Lecco
Marco di Prisco
Further details … tomorrow!
9. 30 – 11.00 Materials and meso-structures
Alessio Caverzan (Milano, Italy)
High strain rate and fire resistance of HPFRCCs
Andrea Galli (Milano, Italy)
Soft materials for damping
Matteo Colombo (Milano, Italy)
Design of shock tube tests
15. 00 – 17.30 macro-structure and tunnel segment
prototype
Pamela Bonalumi (Milano, Italy)
Full scale blast tests on pipes: experimental and numerical
results
Carlo Beltrami (Milano, Italy)
Database design parameters for tunnel linings
Marco di Prisco
Thank you for your
attention !
Marco di Prisco