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Images, eqnz.chch.2010

This originally straight farm fence has been laterally displaced at least 2 metres where it crosses the previously unknown faultline from which the Saturday 4 September 2010 earthquake originated.

Images, eqnz.chch.2010

Looking along this previously unknown faultline that runs through this paddock, note how the ground had heaved and subsided; magnitude 7.1 earthquake in mid-Canterbury on Saturday 4 September 2010.

Images, eqnz.chch.2010

The faultline cuts across Telegraph Road, leaving a kink in its originally straight alignment; aftermath of the magnitude 7.1 earthquake in mid-Canterbury on Saturday 4 September 2010.

Images, UC QuakeStudies

A photograph of a presentation slide with the title "Out of the Heart II". The photograph was taken at the second annual Out of the Heart Pacific Women's Leadership Conference, held at Riccarton Racecourse on 21 May 2016. The conference was sponsored by All Right? and featured posters from the All Right? I am ... Identity project.

Images, eqnz.chch.2010

Damage to the St John The Evangelist Catholic Church in Leeston suffered during the magnitude 7.1 earthquake that struck mid-Canterbury on Saturday 4 September 2010.

Images, eqnz.chch.2010

Hehehe ..... did the surveyors get the road setout wrong? This previously straight road is now kinked across this previously unknown faultline along which the Saturday 4 September 2010 magnitude 7.1 earthquake originated.

Images, eqnz.chch.2010

Hehehe ..... did the surveyors get the road setout wrong? This previously straight road is now kinked across this previously unknown faultline along which the Saturday 4 September 2010 magnitude 7.1 earthquake originated.

Images, eqnz.chch.2010

The farmers in this area swore that this road was straight when they were returning from the pub on Friday 3 September 2010, the night before the magnitude 7.1 earthquake struck.

Images, eqnz.chch.2010

The farmers in this area swore that this road was straight when they were returning from the pub on Friday 3 September 2010, the night before the magnitude 7.1 earthquake struck.

Images, UC QuakeStudies

Smoke billowing from the remains of the collapsed Canterbury Television Building on Madras Street. Flames are visible through a gap in the intact section of the building. Below, emergency personnel can be seen searching the rubble for trapped people. On the right, two workers are using a piece of corrugated plastic as a slide to remove objects from the rubble.

Images, UC QuakeStudies

Emergency personnel searching for people trapped in the collapsed Canterbury Television Building on Madras Street. On the right, a man is using a sheet of corrugated plastic to slide pieces of debris off the building. Smoke is billowing from the remains of the building and a jet of water can be seen in the background, attempting to extinguish the fire.

Images, UC QuakeStudies

A member of the New Zealand Fire Service in a cherry picker spraying water at the fire burning in the collapsed Canterbury Television Building. Smoke is billowing out of the intact section of the building. Below, emergency personnel are searching the rubble for trapped people. A piece of corrugated plastic is being used to slide pieces of debris off the site.

Images, UC QuakeStudies

Emergency personnel searching for people trapped in the collapsed Canterbury Television Building on Madras Street. On the right, a man is using a sheet of corrugated plastic to slide pieces of debris off the building. Smoke is billowing from the remains of the building and a jet of water can be seen in the background, attempting to extinguish the fire.

Images, UC QuakeStudies

A photograph of Marita Naoupu presenting at the second annual Out of the Heart Pacific Women's Leadership Conference, held at Riccarton Racecourse on 21 May 2016. The presentation slide is titled "Out of Heart II", and features an image from the I am ... Identity project. The conference was sponsored by All Right? and featured posters from the All Right? I am ... Identity project.

Images, eqnz.chch.2010

The St John The Evangelist Catholic Church in Leeston was cordoned off due to damage suffered during the magnitude 7.1 earthquake that struck mid-Canterbury on Saturday 4 September 2010.

Images, eqnz.chch.2010

The St John The Evangelist Catholic Church in Leeston was cordoned off due to damage suffered during the magnitude 7.1 earthquake that struck mid-Canterbury on Saturday 4 September 2010.

Images, eqnz.chch.2010

The farmer swore that his fence was erected in a straingt line, but mother nature had other ideas! Aftermath of the Saturday 4 September 2010 magnitude 7.1 earthquake at the previously unknown faultline along which the quake originated.

Images, eqnz.chch.2010

The farmer swore that his hedge was planted in a straingt line, but mother nature had other ideas! Aftermath of the Saturday 4 September 2010 magnitude 7.1 earthquake at the previously unknown faultline along which the quake originated.

Images, eqnz.chch.2010

The magnitude 7.1 earthquake that struck mid-Canterbury on Saturday 4 September 2010 broke the tip of the spire of the St John The Evangelist Catholic Church in Leeston

Images, eqnz.chch.2010

The farmer swore that his fence was erected in a straingt line, but mother nature had other ideas! Aftermath of the Saturday 4 September 2010 magnitude 7.1 earthquake at the previously unknown faultline along which the quake originated.

Images, eqnz.chch.2010

The farmer swore that his fence and hedge were in a straingt line, but mother nature had other ideas! Aftermath of the Saturday 4 September 2010 magnitude 7.1 earthquake at the previously unknown faultline along which the quake originated.

Images, eqnz.chch.2010

The ground slipped laterally at this previously unknown faultline across Highfield Road in mid-Canterbury, resulting in a relative displacement of at least 2 metres and the magnitude 7.1 earthquake on Saturday 4 September 2010. Note the now misaligned fence posts, hedge and road.

Images, UC QuakeStudies

A photograph of Ciaran Fox (left) and Sue Turner (right) on the slide at Margaret Mahy Playground. Fox is the All Right? Mental Health Promoter and Turner is the All Right? Campaign Manager. The photograph was taken to promote '#BrighterAutumn', a photo competition held by All Right? and the Christchurch Mail. This photograph was on the cover of the April 14 2016 edition of the Christchurch Mail.

Images, UC QuakeStudies

A stack of wooden frames with the words "Quake makes world headlines" written on the uppermost frame. The photographer comments, "This is a sculpture at the CPIT facility in Christchurch. It is a series of squares placed over a column with writing on the squares. It is an excellent movable sculpture that conveys the Christchurch earthquake very well. The squares are placed so that they can slide over each other and even fall inside the other on one side. It is a pity that only two sides of the squares are written on".

Research papers, The University of Auckland Library

A review of the literature showed the lack of a truly effective damage avoidance solution for timber or hybrid timber moment resisting frames (MRFs). Full system damage avoidance selfcentring behaviour is difficult to achieve with existing systems due to damage to the floor slab caused by beam-elongation. A novel gravity rocking, self-centring beam-column joint with inherent and supplemental friction energy dissipation is proposed for low-medium rise buildings in all seismic zones where earthquake actions are greater than wind. Steel columns and timber beams are used in the hybrid MRF such that both the beam and column are continuous thus avoiding beam-elongation altogether. Corbels on the columns support the beams and generate resistance and self-centring through rocking under the influence of gravity. Supplemental friction sliders at the top of the beams resist sliding of the floor whilst dissipating energy as the floor lifts on the corbels and returns. 1:20 scale tests of 3-storey one-by-two bay building based on an earlier iteration of the proposed concept served as proof-of-concept and highlighted areas for improvement. A 1:5 scale 3-storey one-by-one bay building was subsequently designed. Sub-assembly tests of the beam-top asymmetric friction sliders demonstrated repeatable hysteresis. Quasi-static tests of the full building demonstrated a ‘flat bottomed’ flag-shaped hysteresis. Shake table tests to a suite of seven earthquakes scaled for Wellington with site soil type D to the serviceability limit state (SLS), ultimate limit state (ULS) and maximum credible event (MCE) intensity corresponding to an average return period of 25, 500 and 2500 years respectively were conducted. Additional earthquake records from the 22 February 2011 Christchurch earthquakes we included. A peak drift of 0.6%, 2.5% and 3.8% was reached for the worst SLS, ULS and MCE earthquake respectively whereas a peak drift of 4.5% was reached for the worst Christchurch record for tests in the plane of the MRF. Bi-directional tests were also conducted with the building oriented at 45 degrees on the shake table and the excitation factored by 1.41 to maintain the component in the direction of the MRF. Shear walls with friction slider hold-downs which reached similar drifts to the MRF were provided in the orthogonal direction. Similar peak drifts were reached by the MRF in the bi-directional tests, when the excitation was amplified as intended. The building self-centred with a maximum residual drift of 0.06% in the dynamic tests and demonstrated no significant damage. The member actions were magnified by up to 100% due to impact upon return of the floor after uplift when the peak drift reached 4.5%. Nonetheless, all of the members and connections remained essentially linearelastic. The shake table was able to produce a limited peak velocity of 0.275 m/s and this limited the severity of several of the ULS, MCE and Christchurch earthquakes, especially the near-field records with a large velocity pulse. The full earthquakes with uncapped velocity were simulated in a numerical model developed in SAP2000. The corbel supports were modelled with the friction isolator link element and the top sliders were modelled with a multi-linear plastic link element in parallel with a friction spring damper. The friction spring damper simulated the increase in resistance with increasing joint rotation and a near zero return stiffness, as exhibited by the 1:5 scale test building. A good match was achieved between the test quasi-static global force-displacement response and the numerical model, except a less flat unloading curve in the numerical model. The peak drift from the shake table tests also matched well. Simulations were also run for the full velocity earthquakes, including vertical ground acceleration and different floor imposed load scenarios. Excessive drift was predicted by the numerical model for the full velocity near-field earthquakes at the MCE intensity and a rubber stiffener for increasing the post joint-opening stiffness was found to limit the drift to 4.8%. Vertical ground acceleration had little effect on the global response. The system generates most of its lateral resistance from the floor weight, therefore increasing the floor imposed load increased the peak drift, but less than it would if the resistance of the system did not increase due to the additional floor load. A seismic design procedure was discussed under the framework of the existing direct displacement-based design method. An expression for calculating the area-based equivalent viscous damping (EVD) was derived and a conservative correction factor of 0.8 was suggested. A high EVD of up to about 15% can be achieved with the proposed system at high displacement ductility levels if the resistance of the top friction sliders is maximised without compromising reliable return of the floor after uplift. Uniform strength joints with an equal corbel length up the height of the building and similar inter-storey drifts result in minimal relative inter-floor uplift, except between the first floor and ground. Guidelines for detailing the joint for damage avoidance including bi-directional movement were also developed.

Research papers, University of Canterbury Library

Following the Mw 6.2 Christchurch Earthquake on 22 February 2011, extensive ground cracking in loessial soils was reported in some areas of the Port Hills, southeast of central Christchurch. This study was undertaken to investigate the mechanisms of earthquake-induced ground damage on the eastern side of the Hillsborough Valley. A zone of extensional cracking up to 40m wide and 600m long was identified along the eastern foot-slope, accompanied by compression features and spring formation at the toe of the slope. An engineering geological and geomorphological model was developed for the eastern Hillsborough Valley that incorporates geotechnical investigation data sourced from the Canterbury Geotechnical Database (CGD), the findings of trenching and seismic refraction surveying carried out for this research, and interpretation of historical aerial photographs. The thickness and extent of a buried peat swamp at the base of the slope was mapped, and found to coincide with significant compression features. Ground cracking was found to have occurred entirely within loess-colluvium and to follow the apices of pre-1920s tunnel-gully fan debris at the southern end of the valley. The ground-cracking on the eastern side of the Hillsborough Valley is interpreted to have formed through tensile failure of the loess-colluvium. Testing was carried out to determine the tensile strength of Port Hills loess colluvium as a function of water content and density, in order to better understand the occurrence and distribution of the observed ground cracking. A comprehensive review of the soil tensile strength testing literature was undertaken, from which a test methodology was developed. Results show remoulded loess-colluvium to possess tensile strength of 7 - 28 kPa across the range of tested moisture contents (10-15%) and dry densities (1650-1900kg/m3). A positive linear relationship was observed between tensile strength and dry density, and a negative linear relationship between moisture content and tensile strength. The observed ground damage and available geotechnical information (inclinometer and piezometer records provided by the Earthquake Commission) were together used to interpret the mechanism(s) of slope movement that occurred in the eastern Hillsborough Valley. The observed ground damage is characteristic of translational movement, but without the development of lateral release scarps, or a basal sliding surface - which was not located during drilling. It is hypothesised that shear displacement has been accommodated by multiple slip surfaces of limited extent within the upper 10m of the slope. Movement has likely occurred within near-saturated colluvial units that have lost strength during earthquake shaking. The eastern Hillsborough Valley is considered to be an ‘incipient translational slide’, as both the patterns of damage and shearing are consistent with the early stages of such slide development. Sliding block analysis was utilised to understand how the eastern Hillsborough Valley may perform in a future large magnitude earthquake. Known cumulative displacements of ~0.3m for eastern Hillsborough Valley during the 2010-2011 Canterbury Earthquake Sequence were compared with modelled slope displacements to back-analyse a lower-bound yield acceleration of 0.2 - 0.25g. Synthetic broadband modelling for future Alpine and Hope Fault earthquakes indicates PGAs of approximately 0.08g for soil sites in the Christchurch area, as such, slope movement is unlikely to be reactivated by an Alpine Fault or Hope Fault earthquake. This does not take into account the possible role of strength loss due to excess pore pressure that may occur during these future events.

Research papers, University of Canterbury Library

Recent severe earthquakes, such as Christchurch earthquake series, worldwide have put emphasis on building resilience. In resilient systems, not only life is protected, but also undesirable economic effects of building repair or replacement are minimized following a severe earthquake. Friction connections are one way of providing structure resilience. These include the sliding hinge joint with asymmetric friction connections (SHJAFCs) in beam-to-column connections of the moment resisting steel frames (MRSFs), and the symmetric friction connections (SFCs) in braces of the braced frames. Experimental and numerical studies on components have been conducted internationally. However, actual building performance depends on the many interactions, occurring within a whole building system, which may be difficult to determine accurately by numerical modelling or testing of structural components alone. Dynamic inelastic testing of a full-scale multi-storey composite floor building with full range of non-structural elements (NSEs) has not yet been performed, so it is unclear if surprises are likely to occur in such a system. A 9 m tall three-storey configurable steel framed composite floor building incorporating friction-based connections is to be tested using two linked bi-directional shake tables at the International joint research Laboratory of Earthquake Engineering (ILEE) facilities, Shanghai, China. Beams and columns are designed to remain elastic during an earthquake event, with all non-linear behaviour occurring through stable sliding frictional behaviour, dissipating energy by SHJAFCs used in MRFs and SFCs in braced frames, with and without Belleville springs. Structural systems are configurable, allowing different moment and braced frame structural systems to be tested in two horizontal directions. In some cases, these systems interact with rocking frame or rocking column system in orthogonal directions subjected to unidirectional and bidirectional horizontal shaking. The structure is designed and detailed to undergo, at worst, minor damage under series of severe earthquakes. NSEs applied include precast-concrete panels, glass curtain walling, internal partitions, suspended ceilings, fire sprinkler piping as well as some other common contents. Some of the key design considerations are presented and discussed herein

Images, Alexander Turnbull Library

In six small cameos Prime Minister John Key ponders over things economic and ends up dancing; he says 'I'm bereft of ideas for the economy gambling the lives of our troops in the Afghanistan mess I'm presiding over the biggest budget deficit in our history borrowing $300m a week to cushion our slide into oblivion Using lots of World Cup piffle to distract from the real issues Yet I'm still rating miles higher than Goff so how hopeless is he??? A little man in the last frame comments 'Spoiled for choice eh?' Context - New Zealand's rather dire economic situation made so much worse by the Christchurch earthquakes of 4 September 2010 and 22 February 2011, the consistently high poll rating of John Key and the series of disasters suffered by the Labour Party in the run up to the 2011 election in November. Quantity: 1 digital cartoon(s).

Research papers, University of Canterbury Library

Recent severe earthquakes, such as the 2010-2011 Christchurch earthquake series, have put emphasis on building resilience all over the world. To achieve such resilience, procedures for low damage seismic design have been developed to satisfy both life safety requirements and the need to minimize undesirable economic effects of required building repair or structural member replacement following a major earthquake. Seismic resisting systems following this concept are expected to withstand severe earthquakes without requiring major post-earthquake repairs, using isolating mechanisms or sacrificial systems that either do not need repair or are readily repairable or replaceable. These include the sliding hinge joint with asymmetric friction connections (SHJAFCs) in beam-to-column connections of the moment resisting steel frames (MRSFs) and symmetric friction connections (SFCs) in braces of the braced frames. A 9 m tall, configurable three-storey steel framed composite floor building incorporating frictionbased connections is to be tested using two linked bi-directional shake tables at the International joint research Laboratory of Earthquake Engineering (ILEE) facilities, Shanghai, China. The structural systems are configurable, allowing different moment and braced frame structural systems tested in two horizontal directions. The structure is designed and detailed to undergo, at worst, minor damage under a planned series of severe earthquakes.

Research papers, University of Canterbury Library

A major hazard accompanying earthquake shaking in areas of steep topography is the detachment of rocks from bedrock outcrops that subsequently slide, roll, or bounce downslope (i.e. rockfalls). The 2010-2011 Canterbury earthquake sequence caused recurrent and severe rockfall in parts of southern Christchurch. Coseismic rockfall caused five fatalities and significant infrastructural damage during the 2011 Mw 6.2 Christchurch earthquake. Here we examine a rockfall site in southern Christchurch in detail using geomorphic mapping, lidar analysis, geochronology (cosmogenic 3He dating, radiocarbon dating, optically stimulated luminescence (OSL) from quartz, infrared stimulated luminescence from K-feldspar), numerical modeling of rockfall boulder trajectories, and ground motion prediction equations (GMPEs). Rocks fell from the source cliff only in earthquakes with interpolated peak ground velocities exceeding ~10 cm/s; hundreds of smaller earthquakes did not produce rockfall. On the basis of empirical observations, GMPEs and age chronologies we attribute paleo-rockfalls to strong shaking in prehistoric earthquakes. We conclude that earthquake shaking of comparable intensity to the strongest contemporary earthquakes in Christchurch last occurred at this site approximately 5000 to 7000 years ago, and that in some settings, rockfall deposits provide useful proxies for past strong ground motions.