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Lessons from Two Recent New Zealand Earthquakes: Emerging Challenges in Concrete Design

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Lessons from Two Recent New Zealand Earthquakes: Emerging Challenges in Concrete Design Lessons from two recent New Zealand earthquakes: emerging challenges in concrete design Andrew Charleson Former Associate Professor Victoria University of Wellington Acknowledgements Professor Ken Elwood, University of Auckland for supplying many of the slides Two papers from which most of the information has been obtained: Seismic performance of reinforced concrete buildings in the 22 February Christchurch (Lyttelton) earthquake, by Weng Y. Kam, Stefano Pampanin, Ken Elwood. Bulletin Of The New Zealand Society For Earthquake Engineering, Vol. 44, No. 4, December 2011. Damage To Concrete Buildings With Precast Floors During The 2016 Kaikoura Earthquake, by Richard S. Henry, Dmytro Dizhur, Kenneth J. Elwood, John Hare and Dave Brunsdon. Bulletin of the New Zealand Society for Earthquake Engineering, Vol. 50, No. 2, June 2017. Presentation content 1. Christchurch earthquake Overview of structural damage Research on residual capacity of ductile plastic hinges 2. Kaikoura earthquake Overview Performance of precast floor systems 3. Performance objectives Approaches in other countries and current developments Christchurch earthquake Christchurch earthquake Mw 6.2 Christchurch (Lyttelton) earthquake struck Christchurch on the 22 February 2011. The quake was centred approximately 10km south-east of the Christchurch central business district (CBD) at a shallow depth of 5km, resulting in intense seismic shaking within the Christchurch CBD. 16 % out of 833 RC buildings in the Christchurch CBD were severely damaged. The seismic shaking in the Christchurch CBD significantly exceeded the 500-year return period design level, typically assumed in New Zealand for normal residential and commercial buildings. The East-West shaking was comparable or exceeded the 2,500-year return period design level in the period range of 0.5 s-1.75 s (approximately 5-20 storeys RC buildings). The 2,500-year return period design level is typically used for the seismic design of post-disaster function buildings (e.g. hospitals). However the duration of intense shaking was only 6 secs. Elastic horizontal acceleration response spectra (5% damped) in the Christchurch CBD and the NZS1170.5 design spectra (red solid) for Christchurch (soil class D, R = 20 km): Principal horizontal direction For most building periods (0.25 s < T1 < 4.0 s), both principal and secondary pseudo-inelastic response spectra from the 22 February event exceeded the NZ Loading Standard (NZS1170.5:2004) 500-year return- period design spectra (typical design level for normal use). The design force (and by extension, ductility and displacement) demands are exceeded by 2-3 times even for ductile reinforced concrete buildings designed to the Loading Standard. Structural types RC frames and RC walls are the most common multi- storey construction types. Out of 175 buildings with 5- or more storeys, 51.5% are RC frame buildings, 25% are RC wall buildings, 13% are reinforced concrete masonry (RCM) and 6% are RC frame with infills. Only 9 steel structures with 5- or more storeys were observed in the CBD. General performance of pre-1976 RC buildings Typical structural deficiencies of pre-1970s RC buildings are: a) Lack of confining stirrups in walls, joints and columns; b) Inadequate reinforcing and anchorage details; c) Poor material properties and use of plain reinforcing bars; d) No capacity design principles; e) Irregular configuration. General performance of ‘modern’ post-1976 RC buildings Beam-elongation and precast flooring unit failure: an extreme example in which extensive floor diaphragm damage with near loss of precast flooring unit supports occurred due to the beam elongation effect. Beam-elongation effects on the integrity of the diaphragm action of precast flooring units with brittle wire mesh. Critically damaged or collapsed RC buildings The building had several critical detailing and reinforcing deficiencies typical of that vintage (lightly reinforced walls, no boundary or confinement reinforcing for walls, lack of beam- column joint reinforcement, limited number of walls, inadequate column and beam lap-splice length and inadequate floor/beam to column/wall anchorage. Staircases in multi-storey buildings Collapse and severe damage of staircases in multi-storey buildings were observed in many instances > 60% of Multi-story Reinforced Concrete Buildings Demolished Photo courtesy of W. Kam Christchurch Damage Statistics 223 RC Buildings over 2 stories (Kim et al. 2015) Moment Frame Buildings Shear Wall Buildings 30 28 45 Demolish 26 39 40 Repair 25 Unknown 24 35 32 Total 20 18 17 30 25 15 21 20 18 # of# Buildings 11 16 9 10 8 8 15 13 11 10 11 8 5 10 6 6 5 3 0 5 2 0 1 5 5 5 5 00 0 0 00 0 0 1 0 0 1 1 00 0 0 0 0 0-1% 2-10% 11-30% 31-60% 61-99% 100% 0-1% 2-10% 11-30% 31-60% 61-99% 100% Damage Ratio ≈ repair cost ⁄ replacement cost Damage Ratio ≈ repair cost ⁄ replacement cost Significant number of RC buildings with relatively low damage were demolished. Uncertainty about Residual Capacity Government Residual Capacity Working Group Collaboration of Industry and Academics Residual Capacity Beam Tests 800 700 600 500 Grade 300 400 300 Stress (MPa)Stress 200 Frame building designed about 2010 100 0 0.00 0.05 0.10 0.15 0.20 0.25 Strain CYC CYC-DYN CYC-ER 16 specimens CYC-LER + monotonic CYC-NOEQ Variables: - Earthquake input - EQ drift demand P-1 - Loading rate Peak actuator velocity = 2.13% drift/s - Axial restraint - Epoxy repair LD-1 LD-1-R Peak actuator velocity = 3.45% drift/s P-2 P-2-S Peak actuator velocity = 3.06% drift/s LD- LD-2-S LD-2-R LD-2-ER LD-2-LER Peak actuator velocity = 4.50% drift/s LD-2-LER-R Pulse Long Duration Peak drift = 1.5% Long Dur. Peak drift Peak = 1.5% Peak drift Peak = 2.2% Stiffness – epoxy repair Capacity - epoxy repair Strength: Repaired > Undamaged Drift capacity: Repaired ~ Undamaged Reduction in steel strain capacity -Low-cycle fatigue (beam test) Reduction in steel strain capacity - Strain ageing + Low Cycle Fatigue For large strain cycles, strain ageing can reduce remaining cycles to failure by ~50%. [s/db = 6] Ghannoum and Slavin (2016) Typ. pulse GM Typ. subduction or other long duration GM?? Kaikoura earthquake 22/12/2018 36 14 Nov 2016 M7.8 Kaikoura Earthquake – Wellington Buildings Kaikoura earthquake The Mw 7.8 Kaikoura earthquake on 14th November 2016 caused significant ground shaking in the Wellington region. Structural damage was isolated to a small number of buildings. Reports by engineers highlighted high deformation demands on flexible frame buildings. The duration of shaking was greater than 25 seconds The recorded ground motions showed a significant amplification in spectral acceleration demands between 1-2 seconds, in excess of the design spectra. which typically comprise of 5-15 storey concrete moment frame buildings Beam Plastic Hinges Reduced Precast Unit Support Precast Floors – Targeted Damage Evaluations 64 TDE buildings with precast floors 8 others with significant damage Significant Observed 11% damage: Distributed 11% None identified 43% Local 28% Isolated 7% No floor damage Critical A (floor) 3 Floor 5 No Frame 14% Damage No C (frame) C Frame(frame) 24% Damage Minor Floor 5(24%) identified identifiedDamage C (floor) Damage 4848 1616 4 4(19%) 75%75% 25%25% 19% ModerateB (floor) Floor9 Damage43% 9(43%) (a) Lateral system damage (b) Type of floor damage in those building Site classes: Semmens et al 2010 presenting lateral system damage Precast Floors – Targeted Damage Evaluations • Capacity of damaged units?? • How to assess drift capacity of buildings with precast floors?? Precast Floors – Assessment Challenges Bull and Matthews • Limited (but very good) NZ research • Precast floors not a common system internationally • Many load paths are unreliable • e.g. tension between topping and unit to share load Clarendon (Bull) Precast Floors Inter-storey drift Elongation Support beam rotation Hollowcore Floors – Failure modes Loss of Seating Positive Moment Failure Negative Moment Failure (LOS) (PMF) (NMF) Drift limit based on critical Identify based on moment D/C crack width = strand diam. at end of starters drift limit=1% Spalling at back of unit and ledge increases with drift demand. Performance issues Performance objectives Fully Immediate Life Collapse Operational Occupancy Safety Prevention Frequent (25 yrs) Occasional (75 yrs) Design (500 yrs) Rare (2500 yrs) Vision 2000 Outcomes… Christchurch Wellington Demolished (Kim et al. 2015) Repaired Unknown (WCC 2018) Experience in Japan Kumamoto Christchurch - Focus on strength and stiffness - Focus on ductility Experience in Chile “…design target should be immediate occupancy …” Rene Lagos, 2017 NZSEE Conference Performance objectives Difference too great?? Fully Immediate Life Collapse Operational Occupancy Safety Prevention Frequent (25 yrs) Occasional (75 yrs) Design (500 yrs) Immediate Most operations and functions can resume immediately. Structure safe for occupancy. Essential operations protected, non-essential operations disrupted. Repair required to restore Occupancy some non-essential services. Damage is light. Damage is moderate, but structure remains stable. Selected building systems, features, or Life Safe contents may be protected from damage. Life safety is generally protected. Building may be evacuated following earthquake. Repair possible, but may be economically impractical. Vision 2000 Performance objectives - Repairability limit state? Fully Immediate Life Collapse Operational Occupancy “Repairable” Safety Prevention Frequent (25 yrs) Occasional (75 yrs) Design (500 yrs) Rare (2500 yrs) Very Rare (? yrs) Repairability Limit State Definition: • Maintain “original design performance characteristics” after repair. Strength Drift capacity Stiffness • Simple steps toward repairability in conventional buildings: Reduce ductility/drift lower elongation and floor damage Restrict bar buckling: s/db≤4 Use cast-in-place floors Experience in NZ Number of Base Isolated Buildings in Christchurch 14 12 10 8 6 4 2 0 2011Chch EQ 2012 2013 2014 2015 2016 2017 Bruneau and MacRae, 2017 Seismic isolation Low damage design Steel structure is now predominant 22/12/2018 60 22/12/2018 61 22/12/2018 62 Thank you Questions?.
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