ADVANCED METHODS FOR ASSESSING THE SEISMIC VULNERABILITY OF EXISTING MOTORWAY BRIDGES
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- Marilyn Thomas
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From this document you will learn the answers to the following questions:
What type of mechanism is studied?
What is the maximum possible type of earthquake?
What has been varied in order to find the combination?
Transcription
1 VAB Project (EC) ADVANCED METHODS FOR ASSESSING THE SEISMIC VULNERABILITY OF EXISTING MOTORWAY BRIDGES ARSENAL RESEARCH, Vienna, Austria; ISMES S.P.A,. Bergamo, Italy; ICTP, Trieste, Italy; UPORTO, Porto, Portugal; CIMNE, Barcelona, Spain; SETRA, Bagneaux, France; JRC-ISPRA, EU. Effects on bridge seismic response of asynchronous motion at the base of bridge piers
2 Warth bridge A1H#*/"-')*%&#'9I;'J'9K; *,'$1%'-"8 ()*+,-$.! /%&&121 /3&&121 /3&&12 /3&&12 /3&&12 /3&&121 /%&&12!"#$%&'!%#$4&'!!4#$5&'!!5#$6&'!!6#$/&'!!/#$3&'!
3 Warth bridge The bridge was designed for a horizontal acceleration of,4 g using the quasi static method. A1H#*/"-')*%&#'9I;'J'9K; *,'$1%'-"8 ()*+,-$.! /%&&121 /3&&121 /3&&12 /3&&12 /3&&12 /3&&121 /%&&12!"#$%&'!%#$4&'!!4#$5&'!!5#$6&'!!6#$/&'!!/#$3&'!
4 Warth bridge The bridge was designed for a horizontal acceleration of,4 g using the quasi static method. According to the new Austrian seismic code the bridge is situated in zone 4 with a horizontal design acceleration of about,1 g: a detailed seismic vulnerability assessment was necessary. A1H#*/"-')*%&#'9I;'J'9K; *,'$1%'-"8 ()*+,-$.! /%&&121 /3&&121 /3&&12 /3&&12 /3&&12 /3&&121 /%&&12!"#$%&'!%#$4&'!!4#$5&'!!5#$6&'!!6#$/&'!!/#$3&'!
5 Warth bridge - Seismic sources 1) Database of focal mechanism SEM64_2 SEM SEM64_1 WARTH NEU72 SEE
6 Warth bridge - Seismic sources 1) Database of focal mechanism SEM64_2 SEM SEM64_1 WARTH NEU72 SEE Maximum Historical Earthquake
7 Warth bridge - Seismic sources 1) Database of focal mechanism SEM64_2 SEM SEM64_1 WARTH NEU72 SEE ) Parametric study on focal mechanism: strike dip rake depth Maximum Historical Earthquake Maximum Credible Earthquake Maximum Design Earthquake
8 Initial LHM - Warth bridge - model S-wave velocities (m/s) Bedrock
9 Warth bridge - Regional model EUR I data set 3 Distance (km) S-wave velocity (km/s)
10 Warth bridge - Regional model EUR I data set Velocity (km /s) Density (g/cm 3 ) At tenuation Distance (km) Velocity (km /s) Density (g/cm 3 ) At tenuation S-wave velocity (km/s)
11 Warth bridge - Local model m m 15 Bedrock
12 Different source-sites configurations S3 S1 S2 Bedrock model S3 Mw = 6. Distance = 5 km S1 Strike = 19 Dip = 7 Rake = 324 Depth = 5 km Mw = 5.5 Distance = 8.7 km S2 Mw = 5.5 Distance = reverse
13 COMPUTATION OF SEISMIC INPUT PRELIMINARY COMPUTATION INITIAL source and structural models 3 components of motion Displacement, velocity, acceleration FINAL COMPUTATION FINAL source and structural models 3 components of motion Displacement, velocity, acceleration SEISMIC INPUT 1) 1D 1 Hz Parametric study 2) 2D 8Hz DIFFERENTIAL MOTION 1) time domain 2) spectral domain SITE RESPONSE 1) Fourier spectral ratios 2) Response spectral ratios
14 Parametric study 1 - towards MCE All the focal mechanism parameters of the original source model have been varied in order to find the combination producing the maximum amplitude of the various ground motion components. Longitude ( ) Latitude ( ) Focal Depth (km) Strike ( ) Dip ( ) Rake ( ) Magnitude Ms (Mb) (4.9) 1) Strike angle (Depth=5km) 2) Rake angle 3) Strike-Rake angles variation (Dip=45 ) 4) Strike-Rake angles variation (Dip=7 ) 5) Strike-Rake angles variation (Dip=9 ) 6) Depth-Distance variation (Strike=6, Dip=7,Rake=, 9 )
15 Parametric study 1 - towards MCE All the focal mechanism parameters of the original source model have been varied in order to find the combination producing the maximum amplitude of the various ground motion components. Longitude ( ) Latitude ( ) Focal Depth (km) Strike ( ) Dip ( ) Rake ( ) Magnitude Ms (Mb) (4.9) ) Strike angle (Depth=5km) 2) Rake angle ) Strike-Rake angles variation (Dip=45 ) ) Strike-Rake angles variation (Dip=7 ) 21 a) 18 b) 18 5) Strike-Rake angles variation (Dip=9 ) 6) Depth-Distance variation 3 (Strike=6, Dip=7,Rake=, 9 ) c)
16 Parametric study 1 - towards MCE All the focal mechanism parameters of the original source model have been varied in order to find the combination producing the maximum amplitude of the various ground motion components. Longitude ( ) Latitude ( ) Focal Depth (km) Strike ( ) Dip ( ) Rake ( ) Magnitude Ms (Mb) (4.9) 1) Strike angle (Depth=5km) 2) Rake angle 3) Strike-Rake angles variation (Dip=45 ) 4) Strike-Rake angles variation (Dip=7 ) 5) Strike-Rake angles variation (Dip=9 ) 6) Depth-Distance variation (Strike=6, Dip=7,Rake=, 9 )
17 Parametric study 1 - towards MCE All the focal mechanism parameters of the original source model have been varied in order to find the combination producing the maximum amplitude of the various ground motion components. Longitude ( ) Latitude ( ) Focal Depth (km) Strike ( ) Dip ( ) Rake ( ) Magnitude Ms (Mb) (4.9) 1) Strike angle 2 (Depth=5km) 2) Rake angle 15 3) Strike-Rake angles variation (Dip=45 ) 4) Strike-Rake angles variation (Dip=7 ) 1 5) Strike-Rake angles variation (Dip=9 ) 6) Depth-Distance variation 5 (Strike=6, Dip=7,Rake=, 9 ) distance (km)
18 Transverse accelerograms M=5.5, d=6km time (s) Bedrock
19 Tranverse acceleration spectra fsp_2 prev_2 first_2 3 2 fsp_5 prev_5 first_5 3 2 fsp_7 prev_7 first_ fsp_3 prev_3 first_ fsp_8 1 2 fsp_4 prev_4 first_4 3 fsp_6 prev_6 2 prev_8 first_ first_ Bedrock
20 Parametric study 2 - towards 1Hz Another parametric study has been performed in order to find a seismic source-warth site configuration providing a set of signals whose seismic energy is concentrated around 1 Hz, frequency that corresponds approximately to that of the fundamental transverse mode of oscillation of the bridge.
21 Parametric study 2 - towards 1Hz Another parametric study has been performed in order to find a seismic source-warth site configuration providing a set of signals whose seismic energy is concentrated around 1 Hz, frequency that corresponds approximately to that of the fundamental transverse mode of oscillation of the bridge. focal depth (km) source-site distance (km)
22 Parametric study 2 - towards 1Hz Another parametric study has been performed in order to find a seismic source-warth site configuration providing a set of signals whose seismic energy is concentrated around 1 Hz, frequency that corresponds approximately to that of the fundamental transverse mode of oscillation of the bridge. focal depth (km) source-site distance (km) The results show that, in order to reach a relevant value of PGA (e.g. greater than.1g) in the desired period range (i.e s), an alternative and suitable configuration is a source 12 km deep at an epicentral distance of 3 km.
23 Parametric study 2 - FS & RSR Acceleration FA (cm/s) bedrock Frequency (Hz) Distance (km)
24 Parametric study 2 - FS & RSR Acceleration FA (cm/s) bedrock Frequency (Hz) Distance (km) The results show that, the local structure beneath the Warth bridge greatly amplifies the frequency components between 3 and 7 Hz, i.e. a frequency range not corresponding to the fundamental transverse mode of oscillation of the bridge (about.8 Hz)
25 Parametric study 2 - towards 1Hz (site) a) b) c) Local geotechnical models of Warth bridge section obtained lowering successively the S-wave velocities of the uppermost units S wave velocities (m/s) Bedrock 19 11
26 Acceleration FA (cm/s) SS1a_1 SS1a_2 SS1a_3 SS1a_4 SS1a_5 SS1a_6 SS1a_7 SS1a_ Fourier Amplitude spectra M=5.5; d=8.6km; h=5km
27 Acceleration FA (cm/s) Acceleration FA (cm/s) SS1a_1 SS1a_2 SS1a_3 SS1a_4 SS1a_5 SS1a_6 SS1a_7 SS1a_ SS1b_1 SS1b_2 SS1b_3 SS1b_4 SS1b_5 SS1b_6 SS1b_7 SS1b_ Fourier Amplitude spectra M=5.5; d=8.6km; h=5km
28 Acceleration FA (cm/s) Acceleration FA (cm/s) SS1a_1 SS1a_2 SS1a_3 SS1a_4 SS1a_5 SS1a_6 SS1a_7 SS1a_ SS1b_1 SS1b_2 SS1b_3 SS1b_4 SS1b_5 SS1b_6 SS1b_7 SS1b_8 Fourier Amplitude spectra M=5.5; d=8.6km; h=5km Acceleration FA (cm/s) SS1c_1 35 SS1c_2 3 SS1c_3 25 SS1c_4 2 SS1c_5 15 SS1c_6 1 SS1c_7 SS1c_
29 Acceleration FA (cm/s) SS1a_1 SS1a_2 SS1a_3 SS1a_4 SS1a_5 SS1a_6 SS1a_7 SS1a_8 Fourier Amplitude spectra M=5.5; d=8.6km; h=5km M=6.5; d=3.km; h=12km Acceleration FA (cm/s) SS1b_1 SS1b_2 SS1b_3 SS1b_4 SS1b_5 SS1b_6 SS1b_7 SS1b_8 Acceleration FA (cm/s) SS2b_1 SS2b_2 SS2b_3 SS2b_4 SS2b_5 SS2b_6 SS2b_7 SS2b_8 Acceleration FA (cm/s) SS1c_1 35 SS1c_2 3 SS1c_3 25 SS1c_4 2 SS1c_5 15 SS1c_6 1 SS1c_7 SS1c_
30 Acceleration FA (cm/s) SS1a_1 SS1a_2 SS1a_3 SS1a_4 SS1a_5 SS1a_6 SS1a_7 SS1a_8 Fourier Amplitude spectra M=5.5; d=8.6km; h=5km M=6.5; d=3.km; h=12km Acceleration FA (cm/s) SS1b_1 SS1b_2 SS1b_3 SS1b_4 SS1b_5 SS1b_6 SS1b_7 SS1b_8 Acceleration FA (cm/s) SS2b_1 SS2b_2 SS2b_3 SS2b_4 SS2b_5 SS2b_6 SS2b_7 SS2b_8 Acceleration FA (cm/s) SS1c_1 35 SS1c_2 3 SS1c_3 25 SS1c_4 2 SS1c_5 15 SS1c_6 1 SS1c_7 SS1c_8 5 Acceleration FA (cm/s) SS2c_1 3 SS2c_2 SS2c_3 25 SS2c_4 2 SS2c_5 15 SS2c_6 1 SS2c_7 5 SS2c_
31 Frequency (Hz) Distance (km) Site response estimation M=5.5; d=8.6km; h=5km
32 Frequency (Hz) Distance (km) Site response estimation M=5.5; d=8.6km; h=5km 6. Frequency (Hz) Distance (km)
33 Frequency (Hz) Distance (km) Site response estimation M=5.5; d=8.6km; h=5km 6. Frequency (Hz) Distance (km) Frequency (Hz) Distance (km)
34 Frequency (Hz) Distance (km) Site response estimation M=5.5; d=8.6km; h=5km M=6.5; d=3.km; h=12km Frequency (Hz) Frequency (Hz) Distance (km) Distance (km) Frequency (Hz) Distance (km)
35 Frequency (Hz) Distance (km) Site response estimation M=5.5; d=8.6km; h=5km M=6.5; d=3.km; h=12km Frequency (Hz) Frequency (Hz) Distance (km) Distance (km) Frequency (Hz) Frequency (Hz) Distance (km) Distance (km)
36 Synthetic accelerations and diffograms
37 Amplitude Fourier Spectra (cm/s) Fourier AS of diffograms
38 Amplitude Fourier Spectra (cm/s) Fourier AS of diffograms Amplitude Fourier Spectra (cm/s) p_2 p_3 3 p_4 25 p_5 2 p_6 p_7 15 p_8 1 5 Amplitude Fourier Spectra (cm/s) f_2 f_3 f_4 f_5 f_6 f_7 f_
39 Amplitude Fourier Spectra (cm/s) Amplitude Fourier Spectra (cm/s) Amplitude Fourier Spectra (cm/s) p_2 p_3 3 p_4 25 p_5 2 p_6 p_7 15 p_ f_2 35 f_3 3 f_4 25 f_5 2 f_6 f_7 15 f_ Amplitude Fourier Spectra (cm/s) Amplitude Fourier Spectra (cm/s) Fourier AS of diffograms Bedrock p_2_1d p_3_1d p_4_1d p_5_1d p_6_1d p_7_1d p_8_1d f_2_1d f_3_1d f_4_1d f_5_1d f_6_1d f_7_1d f_8_1d
40 Extended source model front time step.86 s, x, km 2-dimensional final slip distribution over a source rectangle, shown as a density plot. Preset magnitude value Mw=7.. Rupture front evolution was simulated kinematically from random rupture velocity field.
41 Extended source model front time step.86 s, x, km 2-dimensional final slip distribution over a source rectangle, shown as a density plot. Preset magnitude value Mw=7.. Rupture front evolution was simulated kinematically from random rupture velocity field. Space-time histories for each of 21 subevents of the simplified line source model of a simulated Mw=7 earthquake, and sum over subevents, giving the entire-source far-field time function
42 Extended source model front time step.86 s, x, km 2-dimensional final slip distribution over a source rectangle, shown as a density plot. Preset magnitude value Mw=7.. Rupture front evolution was simulated kinematically from random rupture velocity field.
43 Directivity parametric study
44 Directivity parametric study
45 Directivity parametric study
46 Directivity parametric study
47 ESp towards directivity
48 ESp towards directivity
49 ESp towards directivity
50 ESp towards directivity
51 Directivity & PGV - PGA PGV (cm/s) 1 1 PGV_NU PGV_FU PGV_NU_BED PGV_FU_BED SOM98_5.5 AK_5.5 RM_5.5S Epicentral distance (km)
52 Directivity & PGV - PGA PGV (cm/s) 1 1 PGV_NU PGV_FU PGV_NU_BED PGV_FU_BED SOM98_5.5 AK_5.5 RM_5.5S PGV (cm/s) Epicentral distance (km) 1 1 PGV_NV PGV_FV PGV_NV_BED PGV_FV_BED SOM98_5.5 AK_5.5 RM_5.5S Epicentral distance (km)
53 Directivity & PGV - PGA PGV (cm/s) 1 1 PGV_NU PGV_FU PGV_NU_BED PGV_FU_BED SOM98_5.5 AK_5.5 RM_5.5S Epicentral distance (km)
54 Directivity & PGV - PGA PGV (cm/s) 1 1 PGV_NU PGV_FU PGV_NU_BED PGV_FU_BED SOM98_5.5 AK_5.5 RM_5.5S Epicentral distance (km) 1 PGA_NU PGA_FU PGA_NV PGA_FV PGA (cm/s**2) Epicentral distance (km)
55 Directivity & SV 25 FU FV 2 NU NV 15 SV (cm/s) period (s)
56 Directivity & SA EC8_T1_D EC8_T2_D FU NU 1 SA (cm/s**2) period (s)
57 Implementation of PSD tests PSD WITH SUBSTRUCTURING Application to the Warth Bridge, Austria Numerical models for the substructured piers A2, A3 Numerical models for the substructured piers A5, A6 Numerical model for the deck and PSD master Construction of the largescale bridge piers outside of the ELSA lab WIEN Physical piers A4 & A7 in the lab Master experimental process GRAZ 62. m 67. m 67. m 67. m 67. m 67. m 62. m P1(A2) P2(A3) P3(A4) P4(A5) P5(A6) P6(A7) Warth Bridge
58 Implementation of PSD tests (a) physical piers in the lab, (b), schematic representation (c) workstations running the PSD algorithm and controlling the test
59 Force-displacement for Low-level earthquake - experimental results Pier A4 Identification of insufficient seismic detailing. tall pier A4, buckling of longitudinal reinforcement at h = 3.5m Damage pattern after the end of the High-Level Earthquake PSD test, short pier A7.
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