EVALUATION OF EXISTING STRUCTURES

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2. Background and Expertise on WG3/WP9Mutlu SEER, M.Sc. (TR)M.Sc. Thesis: Nonlinear Analysis Methods of Steel StructuresPh.D. Thesis (On going study): Investigation of Stress Strain Time Relationships in Framed StructuresSpecial Interests:Second Order Analysis Techniques in Steel FramesAnalysis of Semi Rigid Connections in Steel FramesAnalysis of ImperfectionsStability of StructuresPractical Advanced Analysis Methods Performance Based Analysis of Structures.

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EVALUATION OF EXISTING STRUCTURES

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1. EVALUATION OF EXISTING STRUCTURES MUTLU SEÇER ÖZGÜR BOZDAG DOKUZ EYLÜL UNIVERSITY ENGINEERING FACULTY CIVIL ENGINEERING DEPARTMENT STRUCTURAL ENGINEERING DIVISION IZMIR, TURKEY 13 DECEMBER 2006

2. 2 Background and Expertise on WG3/WP9 Mutlu SEÇER, M.Sc. (TR) M.Sc. Thesis: Nonlinear Analysis Methods of Steel Structures Ph.D. Thesis (On going study): Investigation of Stress – Strain – Time Relationships in Framed Structures Special Interests: Second Order Analysis Techniques in Steel Frames Analysis of Semi – Rigid Connections in Steel Frames Analysis of Imperfections Stability of Structures Practical Advanced Analysis Methods Performance Based Analysis of Structures

3. 3 Background and Expertise on WG3/WP9 Özgür BOZDAG, M.Sc. (TR) M.Sc. Thesis: Dynamic Analysis of Retaining Structures Ph.D. Thesis (On going study): Energy Based Performance Anaysis of Structures Special Interests: Performance Based Analysis of RC Structures Earthquake Engineering and Structural Dynamics Soil Structure Interaction Rehabiliation of Masonry Structures

4. 4 Ongoing research activity at the national level on the topic of WG3 TUBITAK Project: Sustainability of Constructions The Aim of the Study is: Investigation of The New Constructions Built in Historic Centers (In The Meaning of Sustainability of The Characteristics of Present Urban Form)

5. 5 Special Interests in WP of the WG3: WP9: Monitoring of life-cycle performance: Maintenance, repair and rehabilitation techniques and planning; Guidelines for the planning of Maintenance, Repair and Rehabilitation Survey and condition assessment of structures (safety and functionality); Guidelines survey and condition assessment of structures

6. 6 INTRODUCTION Our country is located on one of the most active earthquake areas on earth. Nearly 95% of Turkey is on very risky seismic zones. Therefore high-magnitude earthquakes commonly occur in Turkey. The structures suffer a very high amount of damage during these seismic activities and earthquakes cause widespread destruction. Major seismic events during the past decade, such as those occurring in Turkey; Erzincan, Turkey (1992) Kocaeli, Turkey (1999) Duzce, Turkey (1999) Bingol, Turkey (2004) have continued to demonstrate the destructive power of earthquakes, with destruction of engineered buildings, bridges, industrial and port facilities as well as giving rise to great economic losses.

7. 7 INTRODUCTION As a result; The need to improve seismic performance of the built environment through the development of performance-oriented procedures and guidelines has been recently highlighted.

8. 8 Performance Check of Structures How will a structure perform when subjected to a given level of earthquake? Definition of structural performance Definition of earthquake level Determination of performance level

9. 9 Performance Check of Structures Recently released guidelines for Seismic Rehabilitation of Buildings: ATC-40 FEMA 273, 356, 440 (ATC-55) TERDC – 2006 (Turkish Earthquake Resistant Design Code)

10. 10 Types of Performance Checks Methods for Obtaining Lateral Load Capacity of Structures: Linear Static Analysis Linear Dynamic Analysis Nonlinear Static Analysis (Pushover Analysis) Nonlinear Dynamic Analysis

11. 11 Why Do Pushover Analysis? Design Earthquakes cause nonlinear behavior Better understand building behavior - Identify weak elements with plastic hinge formation and order. - Realistic prediction of element demands Less conservative acceptance criteria can be used than linear analysis.

12. 12 Performance Check Using Pushover

13. CASE STUDY 1 PERFORMANCE ANALYSIS OF THE EXISTING RC MILITARY BUILDING

14. 14 Description of Building Number of Stories: 4 Strength of Concrete: 14.9 MPa Steel Grade: Beams: St-III (fy=420 MPa) Columns: St-I (fy=220 MPa) Soil Class: Z3 (according to TERDC) Earthquake Zone: 1 (according to TERDC) Earthquake Level: Strong Earthquake (Probability of exceedence in 50 years is greater than 10%) Selected Performance Objective: Life Safety

15. 15 Computer Model of Structure

16. 16 Capacity Curve - Y Direction

17. 17 Determination of Earthquake Displacement Demand Using FEMA 356 Displacement Coefficient Method:

18. 18

19. CASE STUDY 2 REHABILIATION OF HISTORICAL MASONRY MILITARY BUILDING

20. 20 DESCRIPTION OF BUILDING

21. 21 DYNAMIC MODEL OF STRUCTURE

22. 22 Performance of The Structure Shear capacity of each floor is not enough for resisting earthquake loads. The Building is going to be retrofitted.

23. 23 Rehabilitation of The Structure Rehabilitation of structural walls Rehabilitation of slabs Rehabilitation of foundation

24. 24 Performance of The Structure After Rehabilitation Shear capacity of each floor is enough for resisting earthquake loads.

25. THANKS FOR YOUR PATIENCE...

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