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INSTITUTE OF EARTHQUAKE ENGINEERING AND ENGINEERING SEISMOLOGY (IZIIS) University SS. Cyril and Methodius Skopje, Republic of Macedonia.

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Presentation on theme: "INSTITUTE OF EARTHQUAKE ENGINEERING AND ENGINEERING SEISMOLOGY (IZIIS) University SS. Cyril and Methodius Skopje, Republic of Macedonia."— Presentation transcript:

1 INSTITUTE OF EARTHQUAKE ENGINEERING AND ENGINEERING SEISMOLOGY (IZIIS) University SS. Cyril and Methodius Skopje, Republic of Macedonia

2 BUILDING DAMAGE ASSESMENT BASED ON STRONGMOTION INSTRUMENTATION by Dr. DIMITAR JURUKOVSKI University professor Discussion presented on "Vulnerability of Buildings" Workshop held March ,2003 ISPRA, Italy Organized by Secretariat of EUR-OPA Major Hazard Agreement Council of Europe

3 HISTORY OF SMI OF BUILDINGS HISTORY OF SMI OF BUILDINGS OBJECTIVES OBJECTIVES PRACTICE PRACTICE Site Seismicity Site Seismicity Building Geometry Building Geometry Soil Conditions Soil Conditions Structural System Structural System Cost of Instrumentation Cost of Instrumentation RILEM INITIATIVE FOR ESTABLISHING OF RILEM INITIATIVE FOR ESTABLISHING OF RILEM SLB-61 TECHNICAL COMMITTEE RILEM SLB-61 TECHNICAL COMMITTEE

4 Fig. 1. Suggested scheme for soil structure interaction instrumentation for frame structure Fig. 2. Suggested scheme for for soil structure interaction for shear wall structures

5 Fig. 3. Suggested instrumentation of moment resistant structure approximately square in the plan

6 Fig. 4. Suggested instrumentation of moment resistant rectangular in the plan

7 Fig. 5. Suggested instrumentation of a frame structure with shear walls or core

8 Fig. 5. Suggested instrumentation of a frame structure with shear walls or core for rectangular shape plan

9 Fig. 7. Suggested instrumentation of a shear wall or large panel structure approximately square in plan

10 Fig. 8. Suggested instrumentation of the roof on the shear wall or large panel structure (a:b = 2:1 – 3:13 strong motion instruments) (a:b > 3:15 strong motion instruments)

11 DAMAGE ASSESMENT BASED ON STRONG MOTION RECORDS CAPACITY CURVES ESTIMATION FOR NON-LINEAR STRUCTURAL BEHAVIOUR CAPACITY CURVES ESTIMATION FOR NON-LINEAR STRUCTURAL BEHAVIOUR SYSTEM INDENTIFICATION MODELING SYSTEM INDENTIFICATION MODELING FUNDAMENTAL PERIOD ANALYSIS FUNDAMENTAL PERIOD ANALYSIS WAVE PROPAGATION ANALYSIS WAVE PROPAGATION ANALYSIS

12

13 U T /H (%) Real earthquake response Capacity curve DUCTILITY curve Shear Base (%) Ductility ( )

14 Estimation of Performance Point and Fragility of Building Damage states N – None S – Slight M – Moderate E – Extensive C – Complete Fragility curvesDamage probability matrix

15 ANALYSIS OF STRONG MOTION DATA DATA PROCESSING DATA PROCESSING SYSTEM IDENTIFICATION SYSTEM IDENTIFICATION DAMAGE DETECTION DAMAGE DETECTION SYSTEM IDENTIFICATION TIME DOMAIN FREQUENCY DOMAIN

16 WHAT WE KNOW Structure Structural System and Material Structure Structural System and Material Earthquake Input and Earthquake Response at some levels Earthquake Input and Earthquake Response at some levels

17 SYSTEM IDENTIFICATION SELECTION OF MATHEMATICAL MODEL SELECTION OF MATHEMATICAL MODEL SELECTION POF VECTOR OF VARIABLE PARAMETERS (Model parameters) SELECTION POF VECTOR OF VARIABLE PARAMETERS (Model parameters) EVALUATION OF MATCHING PROCEDURE FOR ADJUSTMENT OF MODEL'S RESPONSE AND RECODED RESPONSE EVALUATION OF MATCHING PROCEDURE FOR ADJUSTMENT OF MODEL'S RESPONSE AND RECODED RESPONSE

18 IDENTIFICATION OF MODEL PARAMETERS DETERMINISTIC APPROACH DETERMINISTIC APPROACH PROBABILISTIC PROBABILISTIC Maximum likelihood, or Maximum likelihood, or Bayesian identification Bayesian identification QUALITY OF IDENTIFICATION IS A FUNCTION OF COMPLEXITY OF THE MODEL

19 SYSTEM IDENTIFICATION BASED ON SMR (1) MATHEMATICAL MODELING (2) MATHEMATICAL MODELING

20 SYSTEM IDENTIFICATION BASED ON SMR VECTOR OF UNKNOWN VARIABLES (PARAMETERS) (3) VECTOR OF UNKNOWN VARIABLES (PARAMETERS) - Damping parameters - Non-linear behaviour parameters - Material properties - Other parameters

21 SYSTEM IDENTIFICATION BASED ON SMR CRITERION FUNCTION (4) CRITERION FUNCTION Selection the algorithm for minimizing of (4) and calculation of vector { } (5) Selection the algorithm for minimizing of (4) and calculation of vector { } Calculation of the responses of the structures: (6) Calculation of the responses of the structures:

22 SYSTEM IDENTIFICATION BASED ON SMR Analysis of the Damage (7) Analysis of the Damage Wave propagation Inter-story drift Shear Base Overturning Other techniques

23 By EC8 LEVEL I, simple and quick (time requirement for assessment less than one hour per building), suitable for determining risk for a large number of buildings. Only general building data – such as the age and type of building – is taken into account at this level LEVEL I, simple and quick (time requirement for assessment less than one hour per building), suitable for determining risk for a large number of buildings. Only general building data – such as the age and type of building – is taken into account at this level LEVEL II, detailed and more time-consuming (time requirement for assessment in order of half a day per building). At this level, a number of measurements of the building's properties (e.g. natural frequencies, building height, cross-sections of the shear walls, etc.) may also be required. LEVEL II, detailed and more time-consuming (time requirement for assessment in order of half a day per building). At this level, a number of measurements of the building's properties (e.g. natural frequencies, building height, cross-sections of the shear walls, etc.) may also be required. LEVEL III, significantly more precise, but very time-consuming (time requirement for assessment can run into several days or weeks for each building). At this level, a precise analysis of the load-bearing structure is carried out using all building data. All key geometric and mechanical building properties are determined and included in the model. LEVEL III, significantly more precise, but very time-consuming (time requirement for assessment can run into several days or weeks for each building). At this level, a precise analysis of the load-bearing structure is carried out using all building data. All key geometric and mechanical building properties are determined and included in the model.

24 By EC Light Moderate Light Moderate

25 CONCLUSIONS TECHNOLOGY FOR DAMAGE ASSESSMENT BASED ON: WAVE PROPAGATION PATTERN SHEAR BASE RATIO INTER-STORY DRIFT INCREASING OF FUNDAMENTAL PERIOD OVERTURNING

26 CONCLUSIONS FOR RAPID ASSESSMENT A DATA BASE AND ANALYTICAL PROCEDURE SHOULD BE CREATED IN TERMS OF: TYPOLOGY OF STRUCTURE DATA FOR ALL INSTRUMENTED BUILDINGS MONITORING AND TELEMETRIC SYSTEM DATA BASE FOR EVALUATED MATHEMATICAL MODELS FROM SIMPLE TO COMPLEX ONE TECHNOLOGY FOR DAMAGE ASSESSMENT

27 CONCLUSIONS TO CONCENTRATE ON THE MOST VITAL SYSTEMS: SCHOOLS, HOSPITALS, AND OTHER VITAL PUBLIC SYSTEMS TO MONITOR A CERTAIN NUMBER OF THIS BUILDINGS IN A HIGH SEISMICITY REGION WITH TELEMETRIC COMMUNICATION TO A RELEVANT CENTRES TO EVALUATE CONCISTENT PROCEDURE FOR DAMAGE ASSESMENT, CREATION OF A DATA BASES AND DESSIMINATION


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