mechanism of deterioration due to frost damage and ... · ①frost damage mechanism due to deicing...
TRANSCRIPT
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Mechanism of deterioration due
to frost damage and
performance prediction
Hokkaido University
HASHIMOTO Katsufumi
1
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to→ Influence of temperature histories
→ Influence of deicing agents
② Permeability under freeze-thaw cycles→ Pore structure (MIP and X-ray CT)
→ Effective diffusion coefficient and Apparent diffusion coefficient
③ Life Cycle Management and Life Cycle Cost→ Dispersion of deicing agents
→ Design of a concrete structure in cold region
2
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to→ Influence of temperature histories
→ Influence of deicing agents
② Permeability under freeze-thaw cycles→ Pore structure (MIP and X-ray CT)
→ Effective diffusion coefficient and Apparent diffusion coefficient
③ Life Cycle Management and Life Cycle Cost→ Dispersion of deicing agents
→ Design of a concrete structure in cold region
3
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① Frost damage mechanism due to
Influence of temperature history
20℃
-20℃
20℃
-20℃4h 3h 4h
-10℃/h +10℃/h
2h 1.5h 2h
-20℃/h +20℃/h
【RILEM12hr】 【RILEM6hr】
Temp. Temp.
30mm5mm
Water absorption in
every 5cycles
Attached strain gauges
1h 5h 8h 12h12h12h12h 30min 150min 4h 6h6h6h6h
20℃
-20℃
20min 100min 160min 4h4h4h4h
20℃
-20℃
10min 50min 80min 2h2h2h2h
4h 3h 4h 2h 1.5h 2h
80min 60min 80min
-30℃/h +30℃/h
40min 30min 40min
-60℃/h +60℃/h
【RILEM4hr】 【RILEM2hr】Time Time
Temp.
Time
Temp.
Time4
5mm
70mm
FTC under sealed condition
analysis
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① Frost damage mechanism due to
Influence of temperature history
0
200
400
600
800
-30 -20 -10 0 10 20 300
200
400
600
800
-30 -20 -10 0 10 20 30
Strain(µ)Strain(µ)
Residual strain=364(µ) Residual strain=491(µ)【RILEM12hr】 【RILEM6hr】
-400
-200
0
200
400
600
800
-30 -20 -10 0 10 20 30
-400
-200
0
200
400
600
800
-30 -20 -10 0 10 20 30
-400
-200-30 -20 -10 0 10 20 30
-400
-200-30 -20 -10 0 10 20 30
Strain(µ)
Temp.(℃)
Strain(µ)
Temp.(℃)
Temp.(℃)Temp.(℃)
Residual strain=128(µ) Residual strain=45(µ)
【RILEM4hr】 【RILEM2hr】
5
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① Frost damage mechanism due to
Influence of temperature history
1
2
3
1
2
3
Residual strain=364(µ)
Tensile strength ft =1.28[MPa]Elastic modulus E =4.75[GPa]
Residual strain=491(µ)
Tensile strength ft =0.84[MPa]Elastic modulus E =2.66[GPa]
【RILEM12hr】 【RILEM6hr】
Tisil
estress (MPa)
Tisil
estress (MPa)
00 0.05 0.1
00 0.05 0.1
0
1
2
3
0 0.05 0.10
1
2
3
0 0.05 0.1Crack width (mm)
Tisil
estre
ss
(MPa)
Residual strain=128(µ)Tensile strength ft =1.37[MPa]Elastic modulus E =5.03[GPa]
Residual strain=45(µ)Tensile strength ft =1.83[MPa]Elastic modulus E =7.69[GPa]
【RILEM4hr】 【RILEM2hr】
Crack width (mm)
Tisil
estre
ss
(MPa)
Crack width (mm)
Tisil
e
Crack width (mm)
Tisil
e
6
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to deicing agents penetration→ Influence of temperature histories
→ Influence of deicing agents
② Permeability under freeze-thaw cycles→ Pore structure (MIP and X-ray CT)
→ Effective diffusion coefficient and Apparent diffusion coefficient
③ Life Cycle Management and Life Cycle Cost→ Dispersion of deicing agents
→ Design of a concrete structure in cold region
7
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100
200
300
D-FTR
esid
ual str
ain
(µ)
without NaCl
① Frost damage mechanism due to deicing agents penetration
Influence of deicing agents
00 10 20 30
N-FT
Freeze Thaw cycles
Resid
ual str
ain
(µ
with NaCl
Deicing agent (NaCl) is possible to accelerate
frost damage (increase of strain)
8
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with NaCl
Under FTC
without NaCl
Under FTC
10cycle
20cycle
50cycle
10cycle
20cycle
50cycle
M
EF
K
Influence of deicing agents
① Frost damage mechanism due to deicing agents penetration
5 10 15
2θ(°)
Initial
5cycle
5 10 15
2θ(°)
Initial
5cycle
XRD peak
M: Monosulfate
E: Ettringite
K:Kuzel’s Salt
F:Friedel’s Salt
OHCaSOOAlCaO 2432 123 ⋅⋅⋅OHCaSOOAlCaO 2432 3233 ⋅⋅⋅
OHCaClOAlCaO 2232 103 ⋅⋅⋅OHCaClCaSOOAlCaO 22432 1021213 ⋅⋅⋅⋅
9
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with NaCl
Under FTC
with NaCl
Under 20℃ condition
1week
2week
5week
10cycle
20cycle
50cycleE
FK
=10cycle
=20cycle
=50cycle
F
K
M
① Frost damage mechanism due to deicing agents penetration
Influence of deicing agents
XRD peak
M: Monosulfate
E: Ettringite
K:Kuzel’s Salt
F:Friedel’s Salt
OHCaSOOAlCaO 2432 123 ⋅⋅⋅OHCaSOOAlCaO 2432 3233 ⋅⋅⋅
OHCaClOAlCaO 2232 103 ⋅⋅⋅OHCaClCaSOOAlCaO 22432 1021213 ⋅⋅⋅⋅
Initial
0.5week
5 10 15
2θ(°)
Initial
5cycle=5cycle
5 10 15
2θ(°)
10
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to deicing agents penetration→ Influence of temperature histories
→ Influence of deicing agents
② Permeability under freeze-thaw cycles→ Pore structure (MIP and X-ray CT)
→ Effective diffusion coefficient and Apparent diffusion coefficient
③ Life Cycle Management and Life Cycle Cost→ Dispersion of deicing agents
→ Design of a concrete structure in cold region
11
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② Permeability under freeze-thaw cycles
Mercury Intrusion Porosimeter (MIP)
- influence of temperature history -
Under depressurization Under depressurization
12
Under depressurization
Low continuityHigh continuity
Pore size
Cumulative pore volume
Under pressurization
Pore size
Cumulative pore volume
Under pressurization
Permeability: Low, Frost damage: ? Permeability: High, Frost damage: ?
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② Permeability under freeze-thaw cycles
Influence of temperature history
20℃
-20℃
20℃
-20℃4h 3h 4h
-10℃/h +10℃/h
2h 1.5h 2h
-20℃/h +20℃/h
【RILEM12hr】 【RILEM6hr】
Temp. Temp.
1h 5h 8h 12h12h12h12h 30min 150min 4h 6h6h6h6h
20℃
-20℃
20min 100min 160min 4h4h4h4h
20℃
-20℃
10min 50min 80min 2h2h2h2h
4h 3h 4h 2h 1.5h 2h
80min 60min 80min
-30℃/h +30℃/h
40min 30min 40min
-60℃/h +60℃/h
【RILEM4hr】 【RILEM2hr】Time Time
Temp.
Time
Temp.
Time13
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0.03
0.04
0.05in1
ex1
in2
ex20.03
0.04
0.05in1
ex1
in2
ex2
Cumulative pore volume(cm3/g)
② Permeability under freeze-thaw cycles
Mercury Intrusion Porosimeter (MIP)
- influence of temperature history -
Cumulative pore volume(cm3/g)
「in1」:1st intrusion 「ex1」:1st evacuation 「in2」:2nd intrusion 「ex2」:2nd evacuation
No FTC
2hr/cycle
×10cycle
14
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
ex2
Pore diameter(µm)
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
ex2
Pore diameter(µm)
Cumulative pore volume(cm
Cumulative pore volume(cm
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② Permeability under freeze-thaw cycles
X-ray Computed Tomography (X-ray CT)
- influence of temperature history -
0.03
0.04
0.05in1
ex1
in2
ex20.03
0.04
0.05in1
ex1
in2
ex2
Cumulative pore volume(cm3/g)
Cumulative pore volume(cm3/g)
「in1」:1st intrusion 「ex1」:1st evacuation 「in2」:2nd intrusion 「ex2」:2nd evacuation
No FTC
4hr/cycle
×10cycle
15
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
Pore diameter(µm)
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
ex2
Pore diameter(µm)
Cumulative pore volume(cm
Cumulative pore volume(cm
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0.03
0.04
0.05in1
ex1
in2
ex20.03
0.04
0.05in1
ex1
in2
ex2
② Permeability under freeze-thaw cycles
Mercury Intrusion Porosimeter (MIP)
- influence of temperature history -
Cumulative pore volume(cm3/g)
Cumulative pore volume(cm3/g)
「in1」:1st intrusion 「ex1」:1st evacuation 「in2」:2nd intrusion 「ex2」:2nd evacuation
No FTC
6hr/cycle
×10cycle
16
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
Pore diameter(µm)
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
ex2
Pore diameter(µm)
Cumulative pore volume(cm
Cumulative pore volume(cm
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0.03
0.04
0.05in1
ex1
in2
ex20.03
0.04
0.05in1
ex1
in2
ex2
② Permeability under freeze-thaw cycles
Mercury Intrusion Porosimeter (MIP)
- influence of temperature history -
Cumulative pore volume(cm3/g)
Cumulative pore volume(cm3/g)
「in1」:1st intrusion 「ex1」:1st evacuation 「in2」:2nd intrusion 「ex2」:2nd evacuation
No FTC
17
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
Pore diameter(µm)
0
0.01
0.02
0.03
0.001 0.01 0.1 1 10 100
ex2
Pore diameter(µm)
Cumulative pore volume(cm
Cumulative pore volume(cm
12hr/cycle
×10cycle
Pore connectivity:6hr>12hr>4hr>2hr
Cumulative pore volume: 12hr>6hr>2hr>4hr
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② Permeability under freeze-thaw cycles
X-ray Computed Tomography (X-ray CT)
- influence of temperature history -
Capturing an 3D image Random Walk Simulation (RWS)
18
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L
② Permeability under freeze-thaw cycles
X-ray Computed Tomography (X-ray CT)
- influence of temperature history -
L
Lτ
''=
L
Lτ
'''' =Tortuosity: τ
Capturing an 3D image Random Walk Simulation (RWS)
19
L
'L
''L
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② Permeability under freeze-thaw cycles
X-ray Computed Tomography (X-ray CT)
- influence of temperature history -
( )( ) ( )( )( ) ( )( )( ) ( )( )
∑=
−+
−+
−
=n
i
iDi
iDi
D
ztz
yty
xtx
ntr
1 2
2
2
2
0
0
0
1 n:number of Walker
x, y, z:displacement of Walker
tD:time step
Average displacement of random walker from start to end point
20
( ) ( )( )= −+
i
iDi ztz1 2
0tD:time step
( )( )
D
D
Ddt
trdtD
2
6
1=
Self-diffusion coefficient
D
Dτ 0=
Tortuosity
0D :Self-diffusion coefficient (θ=100%)
D :Self-diffusion coefficient (porous body)
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to deicing agents penetration→ Influence of temperature histories
→ Influence of deicing agents
② Permeability under freeze-thaw cycles→ Pore structure (MIP and X-ray CT)
→ Effective diffusion coefficient and Apparent diffusion coefficient
③ Life Cycle Management and Life Cycle Cost→ Dispersion of deicing agents
→ Design of a concrete structure in cold region
21
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② Permeability under freeze-thaw cycles
3
4
PAE-D
PAE-Cwith NaCl
without NaCl
Effe
ctive
Diffu
sio
n
co
effic
ien
t (c
m2/y
ea
r)
Effective diffusion coefficient and Apparent diffusion coefficient
- influence of deicing agents -
eD apD
cycle year
Ap
pa
ren
t d
iffu
sio
n c
oe
ffic
ien
t apD
22
0
1
2
0 10 20 30 40 50
Freeze-thaw cycles
Effe
ctive
Diffu
sio
n
co
effic
ien
t (c
m
( ) int02
1, CtD
xerfCtxC
ap
+
⋅−=
yearAp
pa
ren
t d
iffu
sio
n c
oe
ffic
ien
t
year
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② Permeability under freeze-thaw cycles
Effective diffusion coefficient Apparent diffusion coefficient
The number of FTC Time in real situationShould be converted
Could be related
eD apD
cycle year
23
Freeze-thaw testⅠ・measure De
・ caluculate Dap
Freeze-thaw testⅡ・measure chloride ion content
・measure C0
Simulation of chloride ion diffusion by using Dap and C0
( ) int02
1, CtD
xerfCtxC
ap
+
⋅−=
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② Permeability under freeze-thaw cycles
Effective diffusion coefficient Apparent diffusion coefficient
The number of FTC Time in real situationShould be converted
Could be related
eD apD
cycle year
Freeze-thaw testⅠ Freeze-thaw testⅡ
24
Freeze-thaw testⅠ Freeze-thaw testⅡ
40mm
40mm
70mm
5mmNaCl 5mass%
30mm5mm
70mm
Water absorption in
every 5cycles
Sealed FTC
FTC with one side immersion
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to FTC cinditions→ Influence of temperature histories
→ Influence of deicing agents
② Permeability under freeze-thaw cycles→ Pore structure (MIP and X-ray CT)
→ Effective diffusion coefficient and Apparent diffusion coefficient
③ Life Cycle Management and Life Cycle Cost→ Dispersion of deicing agents (NaCl)
→ Design of a concrete structure in cold region
25
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③ Life Cycle Management and Life Cycle Cost
bridge
abutment
C
26
abutment
地覆・壁高欄
beam
A
BArea
Pathway of deicing agents and
thaw water
ABridge seat and lateral side
(water leak and stagnant)
B Footing crest
C Roadway side
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Areacase1
Co(kg/m3) cover(cm)
A 11 6
B 7 4
C 6 4
Areacase2
Co(kg/m3) cover(cm)
A 10 6
B 6 4
C 5 4
Areacase33 Area
case43
③ Life Cycle Management and Life Cycle Cost
Clim it =1.2 (kg/m3)
27
AreaCo(kg/m
3) cover(cm)
A 11 7
B 7 5
C 6 5
AreaCo(kg/m
3) cover(cm)
A 6 6
B 6 4
C 5 4
sWC 286.00 =
Hideaki SAKAI: A study on predictive method of the chloride ion
concentration of bridge protective barrier in region using the antifreezing
agent, Journal of JSCE, E2 (Materials and Concrete Structures), 2010
Ws:An amout of deicinagent dispersion (kg/m)
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For Durability design of concrete structure under freeze-thaw actions
① Frost damage mechanism due to FTC condition→Temperature history and chloride penetration influenced on
progress of frost damage, which was shown in hydration products,
strain, pore structure and physical characteristics.
② Permeability under freeze-thaw cycles→Pore structure subjected to FTC was investigated by multi-
dimensional analysis with using MIP and X-ray CT.
→Permeability was related to pore continuity and tortuosity.
③ Life Cycle Management and Life Cycle Cost→ Method of deicing agents dispersion and Design of a concrete
structure in cold region were affecting LCC and that was
evaluated quantitatively. 28
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Thank you very much for your kind attention!!
29
Thank you very much for your kind attention!!