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Nonlinear dynamic analysis is becoming increasingly important to understand the hierarchy of failures, the quantification of energy absorption, and the seismic behavior of structures. While nonlinear structural responses are very sensitive to the selected input ground motions (GMs), there is no consensus among the engineering community on how to select and scale GMs. Indeed, the engineers are mostly left to make their own judgments on this critical decision. The main goal of the thesis is to quantify the effects of different input GMs on the nonlinear structural response. In order to formulate a strategy for selecting input GMs for structural demand analysis, the link between seismology and structural engineering needs to be established. Introduction Strategy for Selecting Input Ground Motions for Structural Demand Analysis Levent ISBILIROGLU Supervisors: Maria LANCIERI, IRSN/PRP-DGE/SCAN/BERSSIN Philippe GUEGUEN, Université de Grenoble/CNRS/IFSTTAR Levent ISBILIROGLU PhD Researcher IRSN PRP-DGE/SCAN/BERSSIN https://www.linkedin.com/in/lisbiliroglu/en E-mail: [email protected] Contact 1. Baize, S., E. M. Cushing, F. Lemeille, and H. Jomard.2013. Updated seismotectonic zoning scheme of Metropolitan France, with reference to geologic and seismotectonic data, Bulletin de la Société Géologique de France, Vol. 184, No. 3, pp. 225–259. 2. Marin, S., J. P. Avouac, M. Nicolas, and A. Schlupp.2004.A Probabilistic Approach to Seismic Hazard in Metropolitan France., Bulletin of the Seismological Society of America, Vol. 94, No. 6, pp. 2137– 2163. 3. Baker, J.W. 2013. An Introduction to Probabilistic Seismic Hazard Analysis (PSHA). White Paper, Version 2.0, 79 pp. 4. Iervolino, I., F. De Luca, and E. Cosenza E. 2010. Spectral shape-based assessment of SDOF nonlinear response to real, adjusted and artificial accelerograms. Engineering Structures 32, pp. 2776-2792. 5. NIST. 2011. Selecting and Scaling Earthquake Ground Motions for Performing Response-History Analyses, NIST GCR 11-917-15 6. Causse, M., E. Chaljub, F. Cotton, C. Cornou, and P. Y. Bard. 2009. New approach for coupling k −2 and empirical Green's functions: application to the blind prediction of broad‐band ground motion in the Grenoble basin. Geophysical Journal International 179, pp. 1627-1644 7. Chopra, A. K. (2011). Dynamics of Structures: Theory and Applications to Earthquake Engineering. Prentice Hall, Upper Saddle River, NJ. 8. Causse, M., A. Laurendeau, M. Perrault, J. Douglas, L. F. Bonilla, and P. Guéguen.2013. Eurocode 8-compatible synthetic time-series as input to dynamic analysis, Bulletin of Earthquake Engineering 12, 2 755-768 9. Pacific Earthquake Engineering Research Center (PEER). (2009). Evaluation of Ground Motion Selection and Modification Methods: Predicting Median Interstory Drift Response of Buildings. UC, Berkeley. References 1st Year: Tools Development and Scenario Criteria Consolidation of spectral matched, real, and synthetic data sets Definition of the structural model 2nd Year: Tools Application and Refinement Definition of the demand parameters as a function of structural response Demand analysis with the different data sets Investigation of intensity measures Statistical analysis 3rd Year: Analysis Refinement Validating analysis with more refined structural models Publishing manuscript and scientific papers Plan of Study After producing the compatible families of waveforms, both elastic and inelastic nuclear structures will be modeled and then be analyzed for nonlinear behavior. In order to reduce the computational time and the cost, trade-off between complex and simplified structural models will be made. Also, the question of whether input GMs introduce biased nonlinear structural response will be investigated. This part is one of the primary interests for an structural engineer. k 1 ,c 1 k 2 ,c 2 k 3 ,c 3 m 1 m 2 m 3 Story drifts for different ductility ratios (Chopra, 2011) Figure 8. Complex vs. simplified structural model (on the left). Response of elastoplastic system under El Centro ground motion (on the right) ((a) is the deformation curve, (b) is the resisting force and acceleration, (c) is time interval of yielding and (d) is the force deformation relation.) [7] (3) Structural Response (4) Quantification of GMs The structural responses will be collected for further statistical analyses. Median response, the assessment of vulnerability curve, and the evaluation of failure probability will be determined in order to compare the characteristics of different families of GMs. However, structural response of interest (like drift ratio, max element forces, peak floor accelerations, etc…) needs to be decided carefully since each response can produce a different conclusion. Figure 10. Comparison of different GM selection methods based on median drift ratios for medium rise residential buildings [9] Figure 9. Comparison of the drifts of SDOF systems for the seven sets of accelerograms [8] Figure 11. Average of ductility demands for the SDOF with a softening backbone behavior computed as the mean of 28 records [4] (2) Input Ground Motions The output of a seismic hazard assessment cannot be used as an input for the nonlinear structural analysis, and the accelerograms are needed for this purpose. The challenge is to select accelerograms coherently with D/PSHA and to make them suitable for engineering purposes. Real, spectral matched, and synthetic waveforms are the focus of this study and require the collaboration of structural engineers and seismologists. Figure 7. Representation of the rupture process modelled as a slip pulse and split into its low (on the left) and high (in the middle) components. The example of resulting slip velocity functions (on the right) (synthetic waveforms) [6] Figure 5. Characterization of a recorded waveform (real accelerogram) (a) (b) (c) Figure 6. Examples of selections based on spectral properties: (a) phase matching, (b) average compatibility [4] , and (c) conditional mean spectrum [5] (1) Seismic Hazard Scenario The seismic hazard assessment is the estimation of the expected ground motion level at a given site of interest. It can be performed with the use of deterministic or probabilistic approaches (D/PSHA). This work is mainly performed by seismologists. (1) DSHA: Response spectrum for a single (Magnitude, Distance) scenario (2) PSHA: Uniform Hazard Spectrum (UHS) for multiple scenarios Input: Seismic Zones, Catalogues and GMPEs Figure 3. Response spectra based on max considered eq for the two faults [3] Figure 4. Uniform hazard spectrum and PSH deaggreagation [3] Figure 1. Seismotectonic zonation of France with the historical (empty circles) and instrumental (filled circles) seismicity [1] 0 100 200 50 Km Catalogue 463-2009 Ms ≥1.5 ≥2 ≥3 ≥4 ≥5 ≥6 " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / " / Penly Cruas Chooz Bugey Paluel Nogent Civaux Chinon Golfech Cattenom Tricastin Dampierre Le Blayais Gravelines Fessenheim Belleville Saint Alban Flamanville Saint Laurent 2004 2005 2003 1001 1005 3011 3001 1004 2002 3006 3008 4006 1007 4011 2006 4012 1003 1002 1006 4007 3012 3009 3005 3002 4008 4004 4005 3007 4013 3010 3004 4009 4010 4002 3003 4001 4003 Source: US National Park Service Figure 2. Comparison of the Marin et al. (2004) preliminary attenuation law for France and the recent data from the French accelerometric network (RAP) [2] MARCH 2015 This research is funded by SINAPS@ Project.
1

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Page 1: Strategy for Selecting Input Ground Motions for Structural ... · Complex vs. simplified structural model (on the left). Response of elastoplastic system under El Centro ground motion

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Nonlinear dynamic analysis is becoming increasingly important to understand the hierarchy of failures, the quantification of energy absorption, and the seismic behavior of structures. While nonlinear structural responses are very sensitive to the selected input ground motions (GMs), there is no consensus among the engineering community on how to select and scale GMs. Indeed, the engineers are mostly left to make their own judgments on this critical decision. The main goal of the thesis is to quantify the effects of different input GMs on the nonlinear structural response. In order to formulate a strategy for selecting input GMs for structural demand analysis, the link between seismology and structural engineering needs to be established.

Introduction

Strategy for Selecting Input Ground Motions for Structural Demand Analysis

Levent ISBILIROGLU Supervisors: Maria LANCIERI, IRSN/PRP-DGE/SCAN/BERSSIN Philippe GUEGUEN, Université de Grenoble/CNRS/IFSTTAR

Levent ISBILIROGLU PhD Researcher IRSN PRP-DGE/SCAN/BERSSIN https://www.linkedin.com/in/lisbiliroglu/en E-mail: [email protected]

Contact 1. Baize, S., E. M. Cushing, F. Lemeille, and H. Jomard.2013. Updated seismotectonic zoning scheme of Metropolitan France, with reference to geologic and seismotectonic data, Bulletin de la Société

Géologique de France, Vol. 184, No. 3, pp. 225–259. 2. Marin, S., J. P. Avouac, M. Nicolas, and A. Schlupp.2004.A Probabilistic Approach to Seismic Hazard in Metropolitan France., Bulletin of the Seismological Society of America, Vol. 94, No. 6, pp. 2137–

2163. 3. Baker, J.W. 2013. An Introduction to Probabilistic Seismic Hazard Analysis (PSHA). White Paper, Version 2.0, 79 pp. 4. Iervolino, I., F. De Luca, and E. Cosenza E. 2010. Spectral shape-based assessment of SDOF nonlinear response to real, adjusted and artificial accelerograms. Engineering Structures 32, pp. 2776-2792. 5. NIST. 2011. Selecting and Scaling Earthquake Ground Motions for Performing Response-History Analyses, NIST GCR 11-917-15 6. Causse, M., E. Chaljub, F. Cotton, C. Cornou, and P. Y. Bard. 2009. New approach for coupling k−2 and empirical Green's functions: application to the blind prediction of broad‐band ground motion in the

Grenoble basin. Geophysical Journal International 179, pp. 1627-1644 7. Chopra, A. K. (2011). Dynamics of Structures: Theory and Applications to Earthquake Engineering. Prentice Hall, Upper Saddle River, NJ. 8. Causse, M., A. Laurendeau, M. Perrault, J. Douglas, L. F. Bonilla, and P. Guéguen.2013. Eurocode 8-compatible synthetic time-series as input to dynamic analysis, Bulletin of Earthquake Engineering 12, 2

755-768

9. Pacific Earthquake Engineering Research Center (PEER). (2009). Evaluation of Ground Motion Selection and Modification Methods: Predicting Median Interstory Drift Response of Buildings. UC, Berkeley.

References

1st Year: Tools Development and Scenario Criteria • Consolidation of spectral matched, real, and synthetic data sets • Definition of the structural model 2nd Year: Tools Application and Refinement • Definition of the demand parameters as a function of structural response • Demand analysis with the different data sets • Investigation of intensity measures • Statistical analysis 3rd Year: Analysis Refinement • Validating analysis with more refined structural models • Publishing manuscript and scientific papers

Plan of Study

After producing the compatible families of waveforms, both elastic and inelastic nuclear structures will be modeled and then be analyzed for nonlinear behavior. In order to reduce the computational time and the cost, trade-off between complex and simplified structural models will be made. Also, the question of whether input GMs introduce biased nonlinear structural response will be investigated. This part is one of the primary interests for an structural engineer.

k1,c1

k2,c2

k3,c3

m1

m2

m3

Story drifts for different ductility ratios (Chopra, 2011)

Figure 8. Complex vs. simplified structural model (on the left). Response of elastoplastic system under El Centro ground motion (on the right) ((a) is the deformation curve, (b) is the resisting force and acceleration, (c) is time interval of yielding and (d) is the force deformation relation.)[7]

(3) Structural Response

(4) Quantification of GMs The structural responses will be collected for further statistical analyses. Median response, the assessment of vulnerability curve, and the evaluation of failure probability will be determined in order to compare the characteristics of different families of GMs. However, structural response of interest (like drift ratio, max element forces, peak floor accelerations, etc…) needs to be decided carefully since each response can produce a different conclusion.

Figure 10. Comparison of different GM selection methods based on median drift ratios for medium rise residential buildings [9]

Figure 9. Comparison of the drifts of SDOF systems for the seven sets of accelerograms [8]

Figure 11. Average of ductility demands for the SDOF with a softening backbone behavior computed as the mean of 28 records[4]

(2) Input Ground Motions The output of a seismic hazard assessment cannot be used as an input for the nonlinear

structural analysis, and the accelerograms are needed for this purpose. The challenge is to

select accelerograms coherently with D/PSHA and to make them suitable for engineering

purposes. Real, spectral matched, and synthetic waveforms are the focus of this study and

require the collaboration of structural engineers and seismologists.

Figure 7. Representation of the rupture process modelled as a slip pulse and split into its low (on the left) and high (in the middle) components. The example of resulting slip velocity functions (on the right) (synthetic waveforms)[6]

Figure 5. Characterization of a recorded waveform (real accelerogram)

(a) (b) (c)

Figure 6. Examples of selections based on spectral properties: (a) phase matching, (b) average compatibility[4], and (c) conditional mean spectrum [5]

(1) Seismic Hazard Scenario The seismic hazard assessment is the estimation of the expected ground motion level at a given site of interest. It can be performed with the use of deterministic or probabilistic approaches (D/PSHA). This work is mainly performed by seismologists.

(1) DSHA: Response spectrum for a single

(Magnitude, Distance) scenario

(2) PSHA: Uniform Hazard Spectrum

(UHS) for multiple scenarios

Input: Seismic Zones, Catalogues and GMPEs

Figure 3. Response spectra based on max considered eq for the two faults[3]

Figure 4. Uniform hazard spectrum and PSH deaggreagation[3]

Figure 1. Seismotectonic zonation of France with the historical (empty circles) and instrumental (filled circles) seismicity [1]

0 100 20050 Km

Catalogue 463-2009

Ms

≥1.5

≥2

≥3

≥4

≥5

≥6

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Penly

Cruas

Chooz

Bugey

Paluel

Nogent

Civaux

Chinon

Golfech

Cattenom

Tricastin

Dampierre

Le Blayais

Gravelines

Fessenheim

Belleville

Saint Alban

Flamanville

Saint Laurent

2001

2004

2005

2003

1001

1005

3011

3001

1004

2002

3006

3008

4006

1007

4011

2006

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3005

3002

4008

4004

4005

3007

40133010

3004

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4010

4002

3003

4001

4003

Source: US National Park Service

Figure 2. Comparison of the Marin et al. (2004) preliminary attenuation law for France and the recent data from the French accelerometric network (RAP)[2]

MA

RC

H 2

01

5

This research is funded by SINAPS@ Project.