Performance of buildings in the February 2011 Christchurch Earthquake
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Transcript of Performance of buildings in the February 2011 Christchurch Earthquake
Performance of buildings in the February 2011 Christchurch
Earthquake
Associate Prof Rajesh DhakalUniversity of Canterbury
Christchurch, NZ
Sixth International Conference on Seismology and Earthquake Engineering
16-18 May 2011, Tehran, Iran
URM Buildings: General Observations
Extensive damage to URM buildings in general Many URM buildings in the city flattened Most of the remaining buildings very severely
damaged Few well constructed URM buildings in the
western suburbs were subjected to moderate shakings and suffered repairable damage
In the CBD, very few (unretrofitted) URM buildings will exist in future.
Some examples of typical URM building damage/collapse follow
Many buildings were about to collapse (short duration effect)
In-plane wall/pier failure
Gable wall failure
Parapet Failures
Anchorage Failure
Out-of-plane wall failure
Vulnerability of cavity construction
Out-of-plane failures (Cavity walls)
Poor quality of mortar
Many tested samples 1.0-1.5 MPa compression strengthΤ = C + µ N
Poor quality of diaphragm timber
Inadequate Cavity Wall Ties
Pounding of URM Buildings
Acknowledgement: Several slides in this section are provided by Gregory Cole, University of Canterbury
Pounding Survey statistics
≥ ≥ ≥ ≥≥
Typical masonry pounding damage
URM pounding damage mechanism
Diagonal damage path due to pounding
Buildings in a row with little separation
Example: Pounding damage
Example: Pounding damage
Example: Pounding damage
Example: Pounding damage
Inadequate building flashing details
Performance of Retrofitted URM
Buildings
Acknowledgement: Several slides in this section are provided by A/P Jason Ingham, University of Auckland
Some well-anchored walls did well
Damage to anchored walls
Steel strong backs generally performed well
Steel Frames: Generally did well
Steel Frames: Some suffered damage
Failed frame to wall connections mounted perpendicular to wall
Wall confined by steel plates
(cracks visible, but not wide)
Shotcrete
In general shotcreted masonry walls performed well.
Minor cracking seen in some walls.
Floor Diaphragms Retrofit
Successful parapet strengthening
Unsuccessful Parapet Strengthening
(require protection at corners)
Unsuccessful Parapet Strengthening
Wall detached from struts
Performance of Old RC buildings
Designed for smaller strength (compared to now) Subjected to large acceleration (higher than
current design level) Lacked ductility (specially the pre-1980 buildings) Mostly not retrofitted As expected, damaged severely
CTV Building (117 dead)
Hotel Grand Chancellor (Demolished)
Performance of Modern RC buildings
Subjected to large acceleration (higher than current design level)
Inherent ductility As expected, most buildings damaged But no collapse (post 1990) Most buildings can be reused after repair
(bonus?) In general, performance better than expected
Example: Clarendon Tower
Dislodging of precast stair from landing
Dislodging of precast stair from landing
Vertical acceleration effect
Issues related to performance of modern buildings
Staircase in many buildings collapsed (change of current practice needed)
Precast floor (issues with interaction between floor and beam elongation)
Irregularity of buildings (irregular buildings performed poorly)
Foundation: Not adequate for the soft soil underneath
Compression failure of columns: high vertical acceleration
Non-structural damage
Non-structural performance
Structural performance: no surprises Non-structural performance: DISAPPOINTING Ceiling: Very few buildings with ceilings intact Facade/Partition: Damaged severely in most buildings Parapets: Most unrestrained parapets fell September earthquake: Minor structural damage (modern
buildings); severe non-structural damage February earthquake: Moderate-severe damage to modern
buildings; Collapse of non-structural elements Clearly, a mismatch between the structural and non-structural
performance Need more focus in future
Non-structural damage could have killed more people
Falling objects could have, too
It is time that we start explicitly aiming for minimisation of NON-STRUCTURAL DAMAGE and DOWNTIME in seismic
design.
Relevance to Iran
1. There are many unreinforced masonry (URM) buildings which can suffer severe damage in moderate shakings and collapse in strong shakings. The brittle failure of URM building components can be fatal.
2. Systematically strengthened/retrofitted URM buildings perform noticeably better. Although they may suffer damage in large earthquakes, they are unlikely to collapse completely; thereby saving lives of inhabitants.
3. Hence, if you want to reduce the life safety threat from these URM buildings, you MUST retrofit them.
4. Be careful, there is a difference between strengthening and retrofitting.
Thank You!
Acknowledgements: Jason Ingham, and Gregory Colefor providing some photographs and slides