progressive damage test - vce
TRANSCRIPT
supported by the European Commission
www.vce.at/iris/
Project – S101 Flyover Reibersdorf
Damage
Initial condition after 50 years of service life Progressive Damage Test1 2
4
Effects of KPIs3
www.vce.at
Progressive Damage Test S101 Flyover Reibersdorf
Trend of Eigenfrequencies3a Lifeline3b
Mode Shapes3c Dissipation of induced vibration3d
3
Trend of Eigenfrequencies
3a 3b
Lifeline3c
Mode Shapes
3d
Damping
Effects of KPIs
North SouthTendon cutting
Pier settlement
Demolition4
Progressive Damage Test
Piersettlement
2aTendoncutting
2b
2Initial condition
after 50 yearsof service life
1
2a Pier settlement
2b Tendon cutting
1,5056,0 51,0 46,0 41,0 36,0 31,0 26,0 16,0 11,0 6,021,0
1,25
1,00
0,75
0,50
0,25
0,00
Station [m]
Dam
ping
[%]
North South
8,0056,0 51,0 46,0 41,0 36,0 31,0 26,0 16,0 11,0 6,021,0
7,00
6,00
5,00
4,00
3,00
2,00
1,00
0,00
Station [m]
Dam
ping
[%]
North South
11,0056,0 51,0 46,0 41,0 36,0 31,0 26,0 16,0 11,0 6,021,0
10,009,008,007,006,005,004,003,002,001,000,00
Station [m]
Dam
ping
[%]
North South
Undamaged condition Pier settlement (3 cm) 4th tendon cut through
Evident redistribution of available integrity
56,0 46,0 36,0 26,0 16,0 6,0
0,00
0,50
1,00
1,50
-0,50
North South
0,00
0,50
1,00
1,50
-0,50
-1,00
0,00
1,00
-2,00
56,0 46,0 36,0 26,0 16,0 6,0
0,00
0,50
1,00
1,50
-0,50
North South
0,00
0,50
1,00
1,50
-0,50
-1,00
0,00
1,00
-2,00
56,0 46,0 36,0 26,0 16,0 6,0
0,00
0,50
1,00
1,50
-0,50
North South
0,00
0,50
1,00
1,50
-0,50
-1,00
0,00
1,00
-2,00
Undamaged condition
1st bending mode – main span
1st torsional mode – main span
2nd bending mode – main span
Pier settlement (3 cm) 4th tendon cut through
4.05 Hz
6.30 Hz
9.69 Hz
3.62 Hz
5.39 Hz
8.22 Hz
4.04 Hz
6.18 Hz
9.67 Hz
10
4th tendon partially intersected
20 30 40 50 60 70
Compensation plates inserted
Start of cutting through the pier
End of damage test lowering the pier
Second cut is finished
3rd tendon intersected
2nd tendon intersected
1st tendon intersected
3rd step of lowering
2nd step of lowering
1st step of lowering
-18,1%-16,8%
-11,2%-5,6%
The flyover S101 is a typical prestressed concrete bridge from the early 1960ies. It was decided to replace it as the structure did not fit into the overall traffic and infrastructure concept anymore – the bridge did not meet the current requirements in terms of sufficient carrying capacity.
During the IRIS project VCE (together with the University of Tokyo) took the opportunity of this certain damage test to demonstrate the benefit of monitoring, offering a broadened insight and reduced uncertainties in order to support the decision processes of infrastructure owners.
The major objective of the current progressive damage test was to emphasize refined methods for the analysis of upcoming, slowly progressing damage and its effects on parameters of dynamic response.
age [year]
1960 1970 206020502040 2070203020202010202019901980 2080
1
2
3
4
5
Demolition
To assess the lifetime of a structure several assumptions have to be made. Models and parameters have to be estimated and the risk or a equivalent rating factor has to be calculated.