1 st meeting of EAEE Task group TG11: Seismic Design, Assessment, and Retrofit of Bridges Saturday 16 June 2007, Rethymnon, Greece Institute of Engineering Seismology and Earthquake Engineering (ITSAK) Ch. Karakostas, Senior Researcher www.itsak.gr
ITSAK - Short profile Multi-disciplinary Public Research Institute under the auspices of the Greek Ministry of Environment, Urban Planning and Public Works Based in Thessaloniki, Greece Divisions : - Earthquake Engineering - Soil Dynamics - Engineering Seismology - Laboratory - Administration 13 researchers (all with doctorate s degree) 20 administrative technical staff
ITSAK - Short profile
INSTRUMENTATION OF BRIDGES IN GREECE
CABLE-STAYED BRIDGE ON EVRIPOS CHANNEL
ΓΕΦΥΡΑ ΕΥΡΙΠΟΥ EVRIPOS BRIDGE
ΓΕΦΥΡΑ ΕΥΡΙΠΟΥ - ΔΙΑΤΑΞΗ ΕΝΟΡΓΑΝΩΣΗΣ EVRIPOS BRIDGE INSTRUMENTATION LAYOUT
ΓΕΦΥΡΑ ΕΥΡΙΠΟΥ ΣΕΙΣΜΟΣ 4/1997 (M w =4.5, 50 km ΝΑ) EVRIPOS BRIDGE EARTHQUAKE OF 4/97 (M W =4.5, 50 km SE) MEASUREMENTS ΣΥΓΚΡΙΣΗ ΚΑΤΑΓΡΑΦΩΝ vs MODAL MODEL MODAL PREDICTIONS MODEL Time domain Πεδίο χρόνου Frequency Πεδίο συχνοτήτων domain
ΓΕΦΥΡΑ ΕΥΡΙΠΟΥ / ΣΕΙΣΜΟΣ 4/1997 (M w =4.5, 50 km ΝΑ) EVRIPOS BRIDGE EARTHQUAKE OF 4/97 (M W =4.5, 50 km SE) ΑΝΑΓΝΩΡΙΣΜΕΝΕΣ Identified Modal ΙΔΙΟΜΟΡΦΙΚΕΣ ParametersΠΑΡΑΜΕΤΡΟΙ Ιδιομορφή Mode 2-output t / 2-output t / 4-output t / Quasi Newton Υβριδικός γενετικός Υβριδικός γενετικός Hybrid genetic Hybrid genetic gradient-based αλγόριθμος αλγόριθμος Ιδιοπερίοδος Period Ιδιοπερίοδος Period Ιδιοπερίοδος Period ζ (%) ζ (%) (sec) (sec) (sec) ζ (%) 1 - - 1.1344 1.1172 * 0.9556 1.1644 1.1172 * 1.5015 2 - - - - 0.3618 1.6149 3 0.2923 0.7151 0.2924 0.8194 0.2921 0.8960 4 0.2109 2.6941 0.2114 1.9659 - - 5 0.1894 0.6642 0.1910 0.7439 0.1811 1.1464 6 0.1757 0.9914 0.1755 0.8410 0.1762 0.3351 Quasi-Newton Gradient-based gradient-based : : Initial Αρχικές parameter εκτιμήσεις estimation παραμέτρων / Frequency / Περιοχή range συχνοτήτων for optimization για βελτιστοποίηση * : Analytical Αναλυτικό προσομοίωμα model Hybrid Υβριδικός genetic γενετικός algorithm αλγόριθμος : : Parameter Πεδίο διακύμανσης value range τιμών / Frequency / Περιοχή range συχνοτήτων for optimization για βελτιστοποίηση
EVRIPOS BRIDGE F.E. model
EVRIPOS BRIDGE Simulated response to earthquake from Atalanti fault Display scale > 1 for viewing purposes
BRIDGES ON EGNATIA HIGHWAY
The Egnatia Motorway, Greece
2 nd KAVALA RAVINE BRIDGE
2 nd Kavala bypass ravine bridge
INSTRUMENATION OF nd KAVALA RAVINE BRIDGE 2 nd 2001-20032003
2 nd KAVALA RAVINE BRIDGE Moving Sensors Moving Sensors Reference Sensors Moving Sensors : Vertical Sensor : Longitutinal ti Sensor : Transverse Sensor
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE
INSTRUMENATION OF nd KAVALA RAVINE BRIDGE 2 nd 2004-20072007
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE 30 min recording
2 nd KAVALA RAVINE BRIDGE Identified modal parameters (traffic excitation) Mode Eigenfrequencies (Hz) Damping ζ (%) 1 st st transverse 0.807 2.2 1 st longitudinal 1.293 1 st rot. z-axe 1.614 2 nd nd transverse 2.358 1 st bending 3.405 2 nd bending 3.455 3 rd bending 3.510 5.3 5.4 1.2 1.2 1.05 1.05 105
2 nd KAVALA RAVINE BRIDGE
2 nd KAVALA RAVINE BRIDGE Identified vs. analytical modeshape (Bending mode) Mode 1 Δεξιά Σημεία Μέτρησης Αριστερά Σημεία Μέτρησης 1 2 3 4 5 6 7 8 9 1 3 4 9 1 3 4 5 6 7 8 9 10 0.282 sec 0.494 sec Experimental and analytical l results not in satisfactory t agreement Updating of F.E. Model needed
2 nd KAVALA RAVINE BRIDGE Optimal estimates of FE model parameters Parameter Initial Estimate Optimal Estimate θ 1 (deck) 1.0 1.5550 θ 2 (bearings A2) 1.0 7.7926 θ 3 (bearings A1) 1.0 6.8228 θ 4 (piers M1, M3) 1.0 10 1.4030 θ 5 (pier M2) 1.0 1.3514 θ 6 (bearings M1, M3) 1.0 6.7420 θ 7 ( bearings M2) 1.0 6.2160
2 nd KAVALA RAVINE BRIDGE Mode Measured frequencies (Hz) Predicted frequencies (Hz) Difference (%) 1 st st transverse 0.8068 1 st longitudinal 1.2930 1 st rot. z-axe 1.6140 2 nd nd transverse 2.3580 1 st bending 3.4050 2 nd bending 3.4550 3 rd rd bending 3.5100 0.8063-0.50 1.208-6.45 1.444-10.0 2.580 8.50 3.470 1.90 3.518 1.80 3.571 1.70 170
2 nd KAVALA RAVINE BRIDGE Optimal estimates of FE model parameters Parameter Initial Estimate Optimal Estimate θ 1 (deck) 1.0 1.5550 θ 2 (bearings A2) 1.0 7.7926 θ 3 (bearings A1) 1.0 6.8228 θ 4 (piers M1, M3) 1.0 10 1.4030 θ 5 (pier M2) 1.0 1.3514 θ 6 (bearings M1, M3) 1.0 6.7420 θ 7 ( bearings M2) 1.0 6.2160
2 nd KAVALA RAVINE BRIDGE Ambient (traffic) Design (earthquake)
G9 (POLYMYLOS) BRIDGE
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge Instrumentation Layout B2RV 40 M2RV 10 A2RV40 T3RT 100 M2RT 10 B2RT 40 A2RT 40 SRV 100 T1RT 100 U3LL100 U3LV 100 U3RT 100 ΠΟΛΥΜΥΛΟΣ M2 LL 10 M2LV 10 B2LV 40 A2LV 40 U2LV 40 Βάση Πυλώνα M2 SLV 100 SRT 100 U1LL 100 U1LV 100 U1RT 100 Aκρόβαθρο T2 30m 35m U2LT 40 U2LL 40 35m 30m Aκρόβαθρο T1
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge 30 min recording
G9 (Polymylos) Bridge Identified modal parameters (traffic excitation) Mode Eigenfrequencies (Hz) Damping ζ (%) 1 st st transverse 1.120 120 3.3 1 st longitudinal 1.190 1 st rot. z-axe 2.130 2 nd nd transverse 3.070 1 st bending 4.090 2 nd bending 6.660 3 rd bending 7.720 4.7 0.3 0.46 4.1 0.45 0.52 052
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge Τ=1.62 sec Τ=0.89 sec Elastomeric bearings?
G9 (Polymylos) Bridge Τ=0.89 sec Τ=0.85 sec Τ=0.84 sec Τ=0.83 sec Τ=0.47 sec Τ=0.49 sec Recording Analytical
Vulnerability of Bridges
G9 (Polymylos) Bridge Methodology proposed by Prof. A. Kappos (ASPROGE project)
G9 (Polymylos) Bridge
G9 (Polymylos) Bridge Polymylos bridge, transverse direction: (a) FEM model (b) pushover curve
G9 (Polymylos) Bridge EAK2003 compatible Sample of Greek Earthquakes Inelastic demand spectra used in the study
G9 (Polymylos) Bridge Polymylos Bridge : (a) capacity curve and demand spectrum (b) detail
G9 (Polymylos) Bridge Fragility curves for Polymylos (G9) bridge (y -transverse- direction, mean demand spectrum from EAK2003 elastic spectrum).
Development of specialized F.E.
F.E. for thin-wall beam-like substructures
F.E. for thin-wall beam-like substructures Macroelements
F.E. for thin-wall beam-like substructures Eigenmodes
F.E. for thin-wall beam-like substructures Eigenmodes
Infrastructure
20-channel K2 accelerometer array
16-channel high-sensitivity vibraphone system for ambient vibrations
400 N electrodynamic shaker
50 kn ECCENTRIC MASS VIBRATOR
ECCENTRIC MASS VIBRATOR 16-channel accelerometer array
Laboratory for service and maintenance of equipment
Mobile instrumentation unit
Mobile instrumentation unit
Thank you!!!