New Generation Seismic Codes and New Technologies, 26-27 February, Ankara 2015 PERFORMANCE BASED EARTHQUAKE ENGINEERING: BASIC CONCEPTS PERFORMANS ESASLI DEPREM MÜHENDİSLİĞİNDE TEMEL KAVRAMLAR Halûk Sucuoğlu ORTA DOĞU TEKNİK ÜNİVERSİTESİ MIDDLE EAST TECHNICAL UNIVERSITY
Performance Based Earthquake Engineering: A structure should display a performance under a specified earthquake excitation as predicted by the engineer, in both deformation distributions, and internal force distributions. If damage is permitted, then these damages should occur; a. in designated locations, b. in specified amounts. 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 2
Justification of Performance Based Earthquake Engineering: Performans Esaslı Deprem Mühendisliği nin Gerekçesi: Similar objectives exist implicitly in conventional seismic design. However it is not possible to predict the deformations and internal force distributions fairly accurately with the conventional analysis methods employed. In recent years, there had been significant advancement in a. estimation of seismic hazard, b. modeling of the mechanical properties of structural materials, c. Structural analysis procedures. When these advancements are transmitted into design practice, seismic performance of structure becomes quite predictable. 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 3
Comparison of Strength Based (Conventional) and Performance Based (New Generation) Design Approaches Design Parameter Strength Based Design (Current) Tasarım Yaklaşımlarının Karşılaştırılması Performance Based Design (New Generation) Seismic Hazard Performa nce Objectives Seismic Zone Map: 475 year seismic hazard Minor earthquake: No damage Moderate earthquake: limited (repairable) damage Severe earthquake: Permanent damage, life safety (These objectives are not measurable) Seismic Hazard Contour Map : 72, 475 and 2475 year seismic hazard definitions 72 year earthquake: No damage performance 475 year earthquake: Limited damage performance 2475 year earthquake: Stability performance (All of these objectives are measurable) Design Approach 475 year design earthquake: Calculate internal forces under reduced seismic loads (R) Capacity design Strength capacity > Internal force demand 72 year service earthquake : Preliminary design 475 year design earthquake: Verification of limited damage performance 2475 year maximum earthquake: Verification of structural stability Deformation demand < Performance limit 06.03.2015 4 Prota Sempozyumu 26-27 Şubat Ankara
Strength based design: Member design under reduced seismic loads. No verification of design objectives under actual seismic loads. Performance based design: Preliminary design under service loads; Verification of performance objectives under actual seismic loads, for each performance level separately. Revision of design if performance objectives are not satisfied. Employing new technologies if conventional structural systems are not sufficient to meet the design objectives (seismic isolation, energy dissipation devices, etc.) 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 5
Definition of Seismic Hazard: Current Seismic Code Deprem tehlikesinin tanımı: Mevcut Deprem Yönetmeliği Deprem Bölgesi A o (g) 1 0.40 2 0.30 Yerel Zemin Sınıfı T A (saniye) T B (saniye ) Z1 0.10 0.30 Z2 0.15 0.40 Z3 0.15 0.60 3 0.20 Z4 0.20 0.90 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 6 4 0.10
Definition of Seismic Hazard: New Generation Seismic Codes Deprem tehlikesinin tanımı: Yeni Nesil Deprem Yönetmelikleri S a S DS constant acceleration constant velocity constant displacement Ss (and S1) S MCE spectral acceleration at T = 0.2s determined from USGS maps of site cl MCE spectral acceleration at T = 1.0s determined from USGS maps of site cl Values of site coefficient Fa * Site Class S S 0.25g S S = 0.50g S S = 0.75g S S = 1.0g S S A (V S30 > 1500 m/s) 0.8 0.8 0.8 0.8 0 B (760 m/s < V S30 1500 m/s) 1.0 1.0 1.0 1.0 1 C (360 m/s < V S30 760 m/s) 1.2 1.2 1.1 1.0 1 D (180 m/s < V S30 360 m/s) 1.6 1.4 1.2 1.1 1 E (V S30 < 180 m/s) 2.5 1.7 1.2 0.9 0 Values of site coefficient Fv * Site Class S 1 0.10g S 1 = 0.20g S 1 = 0.30g S 1 = 0.40g S 1 0 A (V S30 > 1500 m/s) 0.8 0.8 0.8 0.8 0 B (760 m/s < V S30 1500 m/s) 1.0 1.0 1.0 1.0 1 C (360 m/s < V S30 760 m/s) 1.7 1.6 1.5 1.4 1 D (180 m/s < V S30 360 m/s) 2.4 2.0 1.8 1.6 1 06.03.2015 E (V S30 < 180 m/s) 3.5 3.2 2.8 72.4 2 T = 0.2 ve 1.0 saniye için Kontur Haritaları (Ss ve S1 ) T = 0.2 and 1.0 second Contour Maps (Ss ve S1 ) T 0 T S 1.0 T L T (s)
Comparison of Strength and Deformation Based Performance Objectives Dayanım ve Şekildeğiştirme Esaslı Performans Hedeflerinin Karşılaştırması 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 8
Strength and Deformation Based Performance Objectives Dayanım ve Şekildeğiştirme Esaslı Performans Hedefleri Şekildeğiştirme Kontrolü (Deformation Check): ϕ EQ < ϕ y : No damage ϕ y < ϕ EQ < 0.75 ϕ max : Limited damage (Life Safety Performance) 0.75 ϕ max < ϕ EQ < ϕ max : Stability (No Collapse Performance) 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 9
Deformation Based Performance Objectives (RC) Şekildeğiştirme Esaslı Performans Hedefleri (BA) Şekildeğiştirme Ölçüsü: Eğrilik Deformation Parameter: Curvature ϕ EQ < ϕ y : No Damage ϕ y < ϕ EQ < 0.75 ϕ max : Limited Damage (Life Safety Performance) 0.75 ϕ max < ϕ EQ < ϕ max : Stability (No Collapse Performansı) θi = ϕi x Lp Şekildeğiştirme Ölçüsü : Uç Dönmesi (EC8, ASCE 41) Deformation Parameter: Member end Rotation Şekildeğiştirme Ölçüsü : Birim şekildeğiştirme (TDY) Deformation Parameter: Material Strain (Turkish Seismic Code) θ EQ < θ y : No Damage θ y < θ EQ < 0.75 θ max : Limited Damage (Life Safety Performance) 0.75 θ max < θ EQ < θ max : Stability (No Collapse Performansı) 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 10
Observed Performance Under Earthquake Loading and Performance Limits (Chord Rotation) Deprem Etkisi Altında Gözlenen Davranış ve Performans Hedefleri (Kord Dönmesi) 200 No Damage... 0 0.02 0.04 0.06 0.08-50 5DV1 Analitik Mom. Dön. Akma (EC8) Akma (ASCE41) Min. Hsr. (TDY2007) -100-150 -0.08 0-0.06-0.04-0.02 0.06 0.08 5DV1 Analitik Mom. Dön. Belirgin Hsr. (EC8) Can Güv. (ASCE41) Güv. Snr. (TDY2007) -100-150 -0.04-0.02 0.02 0.04 0.06-75 -125 Kord Dönmesi (rad) 6PV1 Analitik Mom. Dön. Akma (EC8) Akma (ASCE41) Min. Hsr. (TDY2007) -0.06-0.02 0.02 0.04 0.06 0.08 5DV1 Analitik Mom. Dön. Göçme Snr. (EC8) Göçme Snr. (ASCE41) Göçme Snr. (TDY2007) -100-150.. 75 0.8 My 25-0.04 0-50 125.. 0-25 Taban Momenti (kn-m) -0.02 0-0.06-200 Kord Dönmesi (rad) 75 0.8 My 25-0.04-0.08 125.. 06.03.2015 0.04 50-200 Kord Dönmesi (rad) 75 Taban Momenti (kn-m) Yönetmeli k uyumsuz kolon 0.02-50 125-0.06 0 0 0.02 0.04 0.06-25 -75 6PV1 Analitik Mom. Dön. Belirgin Hsr. (EC8) Can Güv. (ASCE41) Güv. Snr. (TDY2007) -125 Kord Dönmesi (rad) Prota Sempozyumu 26-27 Şubat Ankara Taban Momenti (kn-m) -0.02 50 Taban Momenti (kn-m) 0-0.04 Taban Momenti (kn-m) 50-0.06 100 100-200 Kord Dönmesi (rad) Non Conformi ng Column No Collapse 150 0.8 My 150 0.8 My 100-0.08 Yönetmeli k uyumlu kolon Life Safety 150 0.8 My Taban Momenti (kn-m) Code Conformi ng Column 200 200-0.06 0.8 My 25-0.04-0.02 0 0.02 0.04 0.06-25 -75 6PV1 Analitik Mom. Dön. Göçme Snr. (EC8) Göçme Snr. (ASCE41) Göçme Snr. (TDY2007) -125 Kord Dönmesi (rad) 11
Deformation Based Performance Objectives: Non-structural Architectural Components Şekildeğiştirme Esaslı Performans Hedefleri: Yapısal Olmayan Mimari Elemanlar Performance Objective: No damage under frequent earthquakes 475 Year EQ 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 12
Analysis Procedures Hesap Yöntemleri Earthquake Level Deprem Düzeyi Service Level Servis Depremi Design Earthquake Tasarım Depremi Maximum Earthquake Maksimum Deprem Linear Elastic Procedures Doğrusal Elastik Analiz Yöntemleri Internal Force İç Kuvvet Member Deformation Şekil değiştirme Nonlinear Procedures- PO or NRHA Doğrusal Olmayan Analiz Yöntemleri (İtme veya zaman analizi) Internal Force İç Kuvvet Member Deformation Şekil değiştirme 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 13
5 Story Frame 5 Katlı Çerçeve 5CD: Capacity Design Kapasite tasarımı 5R: Relaxed Capacity Design Gevşetilmiş kapasite tasarımı T1 = 1.13 s; T2 = 0.36 s, T3 = 0.20 s 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 14
5 Katlı Çerçeve, Kapasite Tasarımı, T1 = 1.13 s 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 15
12 Story Frame, Capacity Design, T1 = 0.8 s 12 Katlı Çerçeve, Kapasite Tasarımı 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 16
GM: Loma Prieta 10/1/89/; LEX000 (Spectrum matched) 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 17
20 Story Frame-Wall, Capacity Design, T1 = 1.44 s 20 Katlı Perde-Çerçeve, Kapasite Tasarımı 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 18
GM: Northridge, 01/17/94; ORR090 (Spectrum matched) 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 19
Nonlinear analysis procedures in performance based earthquake engineering require a higher level of engineering knowledge compared to standard practice, in: structural modeling, definition of nonlinear response, compilation and interpretation of analysis results. Accordingly, a peer review system is suggested in the design of important structures where these procedures are employed. a) New design: Tall buildings, seismic isolation b) Retrofit design: Hospitals, heritage buildings, etc. In the new Turkish Seismic Code (2015), employing nonlinear procedures is inevitable in the seismic design of important structures, and optional in the design of ordinary structures. Such requirements will lead to an increasing demand for higher quality engineering services in seismic design and more refined engineering education. Thank you for listening, Sabırla dinlediğiniz için teşekkürler. 06.03.2015 Prota Sempozyumu 26-27 Şubat Ankara 20