vulnerability assessment of precast concrete cladding walls for police stations
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VULNERABILITY ASSESSMENT OF PRECAST CONCRETE CLADDING
WALLS FOR POLICE STATIONS
Critical Infrastructures – 6C
Chair: Dörr / Gündisch
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Giannicola Giovino1, Pierluigi Olmati2, Franco Bontempi3
Sapienza University of Rome
1 Ph.D. Student, P.E., Capt. of Carabinieri Corps, Email: giannicola.giovino@uniroma1.it
2 Ph.D. Candidate, P.E., Email: pierluigi.olmati@uniroma1.it
3 Full Professor, Ph.D., P.E., Email: franco.bontempi@uniroma1.it
2 Presentation outline
1 Introduction
2 Test matrix
3 Experimental results
4 Numerical investigation
5 Conclusions
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
3Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
3 Introduction
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improving the performances of the Italian
police stations against external explosions.
This study presents both experimental and numerical investigations on the
assessment of precast concrete wall panels, for using as exterior cladding
system, subjected to explosive detonations
The aim
of study
collect data in order to verify and validate both analytical and
numerical model
check with the experimental evidence the necessity of
properly design the cladding system of the Italian police
stations.
4Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
4 Introduction
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The Italian police stations have a widespread distribution on the national
territory
obviously an advantage for the
community
But often, these police stations are
no other than common civil
buildings adapted for police use
they do not have a structure with
adequate performance against man-
made attacks
Is not economical sustainable to retrofit these buildings for police use, but it is
necessary to design and build new police stations providing the adequate
resistance performance against man-made attack
5 Presentation outline
1 Introduction
2 Test matrix
3 Experimental results
4 Numerical investigation
5 Conclusions
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
6
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Experimental results
The experimental test took place the July 22 and 23, 2013 at the facility of the
R.W.M. ITALIA s.p.a. at Domusnovas (Sardinia – Italy).
Via Industriale 8/dGhedi (BS)
Tel: +39 030 9043 1
www.rwm-italia.com
Domusnovas (CI)
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Test matrix
Three specimens are tested, and each is subjected to a single detonation
Specimen A
Designed with a minimum amount of required reinforcement (0.15 %)
Specimens B and C
Designed to achieve a specific maximum deflection if subjected to a
specific blast demand
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Test matrix
Blast side
3500
1500
1750
3100
750
10804800
Explosive charge
Concrete support
Panel
500
Not to scale
Wall13
70
Sandbags
800
Entry and exit ramp
Rupture discs
NORTH
SOUTH
EA
ST
WE
ST
Specimen Length Width Thickness Stand-offExplosive
weightReinforcement
[mm] [mm] [mm] [mm] [kg TNTeq] Longitudinal/Transversal
A 3500 1500 150 1500 3.5 7 Φ8 / 10 Φ8B 3500 1500 200 1500 3.5 12 Φ10 / 10 Φ8C 3500 1500 200 1500 5.5 12 Φ10 / 10 Φ8
Planar view
Test matrix
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Test matrix
Concrete support
Panel
Explosive charge
400
t15
003500
3100
1080 4800
Comb device
Coaxial tubes device
Ground
Wall
Not to scale a
b
c
EA
ST
WE
ST
Panelt a b c
[mm] [mm] [mm] [mm]
A 150 1550
B 200 1160 1550
C 200 880 1550 2030
Longitudinal section
PBXN-109
Two kinds of
displacement meter
comb device coaxial tube
device
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Test matrix
specimen ready to be tested
large view with the explosive just armed
rupture disc
displacement meter
explosive charge
explosive charge
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Test matrix
specimen
operation for positioning
supports
specimen
rupture disc
charge supports
sand bags
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Test matrix
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13 Presentation outline
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
1 Introduction
2 Test matrix
3 Experimental results
4 Numerical investigation
5 Conclusions
14
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Experimental results
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Specimen A
The deflection of the
specimen A reached the
full scale value of the
coaxial tubes device.
maximum and residual
deflection = 108 mm.
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Experimental results
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Specimen B
maximum and the residual deflection
= 70 mm and 35 mm
The specimen B shows a ductile
failure with a diffuse crack
patterns on the central one third
of the panel span
(max 3 mm width)
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Experimental results
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Specimen C
maximum and the residual deflection
= 123 mm and 82 mm
Heavy crack patterns are
assessed. Along the mid-span of
the panel diffuse cracks are
present
(width until 10 mm)
17 Presentation outline
1 Introduction
2 Test matrix
3 Experimental results
4 Numerical investigation
5 Conclusions
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Blast side
35001
500
1750
31007
50
10804800
Explosive charge
Concrete support
Panel
500
Not to scale
Wall
137
0
Sandbags
800
Entry and exit ramp
Rupture discs
NORTH
SOUTH
EA
ST
WE
ST
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
AB
C
Reflecting surface
Reflecting surface
Using the uncoupled approach the image charge provides acceptable results
without increasing the computational effort.
Elementary scenario of
reverberating shock waves
Image charge side
Stand-off α [m] [degrees]
West 6009 27 North 4705 35 South 4705 35 East 13505 13
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Concrete and steel specimen testing
Specimen Concrete Rebar steel Rebar steel N° Rc [MPa] fy [MPa] ft [MPa]
1 37.46 536 616 2 35.87 540 625 3 35.60 541 626 4 35.19 547 670 5 29.89 549 676 6 31.01 547 672
Average 34.17 543 647
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
• yielding stress=543 MPa• Cowper and Symonds strain-rate model: D=500 s-1 q=6
• steel Young’s modulus=200 GPa
• Poisson coefficient=0.3
Density 2.248 lbf/in
4 s2 2.4*103 kg/m3
fcm 4060 psi
28 N/mm2 Cap
retraction active
Rate effect
active
Erosion none
Concrete model - the Continuous Surface Cap Model
Steel model – the kinematic hardening plasticity model
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
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Numerical investigation
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
Specimen
Experimental Numerical Experimental Numerical
δmax
[mm]δres
[mm]δmax
[mm]δres
[mm]θmax
[deg]θres
[deg]θmax
[deg]θres
[deg]
A 108* 108* 244 240 4.0* 4.0* 8.9 8.8B 70 35 58 50 2.6 1.3 2.1 1.8C 123 82 114 106 4.5 3.0 4.2 3.9
* Full scale value
Component damage levels θ [degree] µ [-]
Blowout >10° none Hazardous Failure ≤10° none
Heavy Damage ≤5° none Moderate Damage ≤2° none
Superficial Damage none 1
US Army Corps of Engineers (USACE). Methodology Manual for the Single-Degree-of-Freedom
Blast Effects Design Spreadsheets. The United States Army Corps of Engineers.
26 Presentation outline
1 Introduction
2 Test matrix
3 Experimental results
4 Numerical investigation
5 Conclusions
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
27 Conclusions
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Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
- Three concrete cladding wall panels has been tested at the
testing site of the R.W.M. Italia.
- If designed for blast a concrete wall panel is able to withstand
the blast demand and it can be used as a protective cladding
wall.
- The carried out numerical simulations are able to predict
sufficiently the deflection of the wall panels.
- The image charge method can be used for taking account the
reverberating of the shock wave.
- The conducted test can be used as benchmark for the
Arbitrary Lagrangian Eulerian method.
Critical Infrastructures – 6C
Chair: Dörr / Gündisch
Giovino G, Olmati P, Bontempi F
Sapienza University of Rome
giannicola.giovino@uniroma1.it
www.francobontempi.org- September 18, 2013 -
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