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

BUILDING DAMAGE ASSESMENT BASED ON STRONGMOTION INSTRUMENTATION

by

Dr. DIMITAR JURUKOVSKI

University professor Discussion presented on "Vulnerability of Buildings" Workshop held March 03-065,2003 ISPRA, Italy Organized by Secretariat of EUR-OPA Major Hazard Agreement Council of Europe

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

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

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

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

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

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

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

Fig. 8. Suggested instrumentation of the roof on the shear wall or large panel structure (a:b = 2:1 – 3:1 3 strong motion instruments) (a:b > 3:1 5 strong motion instruments)

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

90-40; Y-Y (5) All 40 35 30 25 20 15 10 5 0 0 0.2

0.4

0.6

0.8

1 U T /H (%)

Real earthquake response DUCTILITY curve

7 4 3 6 5 2 1 0 0

Capacity curve

0.2

0.4

0.6

0.8

1 U T /H (%)

Performance point

Estimation of Performance Point and Fragility of Building

Damage states N – None S – Slight M – Moderate E – Extensive C – Complete

1 0.8

0.6

0.4

0.2

0 Fragility curves

Sd (cm) 0.5

0.4

0.3

0.2

0.1

0 N S M E C

Damage probability matrix

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

WHAT WE KNOW

STRUCTURE

• Structure Structural System and Material • Earthquake Input and Earthquake Response at some levels

Health Monitoring

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

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

(1) SYSTEM IDENTIFICATION BASED ON SMR Location of SMI (2) MATHEMATICAL MODELING mi P,M,Q Non-linear behaviour  MODELS Linear Bi-linear Takeda Ramber Osgood Minegato Pinto

SYSTEM IDENTIFICATION BASED ON SMR (3) VECTOR OF UNKNOWN VARIABLES (PARAMETERS)

       

 - Damping parameters - Material properties - Other parameters  - Non-linear behaviour parameters

SYSTEM IDENTIFICATION BASED ON SMR (4) CRITERION FUNCTION

J  t td     x r  x c   2 dt

(5) Selection the algorithm for minimizing of (4) and calculation of vector {  } (6) Calculation of the responses of the structures:

Inter-story drift

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

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 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.

By EC8 3 2 5 4 1 0 0 1 10 20 2 3 30 40 50 60 Damage ratio % 70 80 90 100 1 Light 2 Moderate 3 Moderate 30 25 20 15 10 5 0 0 1 20 2 3 40 60 Damage ratio % 80 100 1 Light 2 Moderate 3 Moderate

CONCLUSIONS

TECHNOLOGY FOR DAMAGE ASSESSMENT BASED ON:

  WAVE PROPAGATION PATTERN SHEAR BASE RATIO    INTER-STORY DRIFT INCREASING OF FUNDAMENTAL PERIOD OVERTURNING

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

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