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Research papers, The University of Auckland Library

Soil Liquefaction during Recent Large-Scale Earthquakes contains selected papers presented at the New Zealand – Japan Workshop on Soil Liquefaction during Recent Large-Scale Earthquakes (Auckland, New Zealand, 2-3 December 2013). The 2010-2011 Canterbury earthquakes in New Zealand and the 2011 off the Pacific Coast of Tohoku Earthquake in Japan have caused significant damage to many residential houses due to varying degrees of soil liquefaction over a very wide extent of urban areas unseen in past destructive earthquakes. While soil liquefaction occurred in naturally-sedimented soil formations in Christchurch, most of the areas which liquefied in Tokyo Bay area were reclaimed soil and artificial fill deposits, thus providing researchers with a wide range of soil deposits to characterize soil and site response to large-scale earthquake shaking. Although these earthquakes in New Zealand and Japan caused extensive damage to life and property, they also serve as an opportunity to understand better the response of soil and building foundations to such large-scale earthquake shaking. With the wealth of information obtained in the aftermath of both earthquakes, information-sharing and knowledge-exchange are vital in arriving at liquefaction-proof urban areas in both countries. Data regarding the observed damage to residential houses as well as the lessons learnt are essential for the rebuilding efforts in the coming years and in mitigating buildings located in regions with high liquefaction potential. As part of the MBIE-JSPS collaborative research programme, the Geomechanics Group of the University of Auckland and the Geotechnical Engineering Laboratory of the University of Tokyo co-hosted the workshop to bring together researchers to review the findings and observations from recent large-scale earthquakes related to soil liquefaction and discuss possible measures to mitigate future damage. http://librarysearch.auckland.ac.nz/UOA2_A:Combined_Local:uoa_alma21151785130002091

Research Papers, Lincoln University

The world experiences a number of disasters each year. Following a disaster, the affected area moves to a phase of recovery which involves multiple stakeholders. An important element of recovery is planning the rebuild of the affected environment guided by the legislative framework to which planning is bound to (March & Kornakova, 2017). Yet, there appears to be little research that has investigated the role of planners in a recovery setting and the implications of recovery legislative planning frameworks. This study was conducted to explore the role of the planner in the Canterbury earthquake recovery process in New Zealand and the impact of the Canterbury Earthquake Recovery Act 2011 (CER Act) on planners’ roles and how they operated. The methodology comprised a combination of document analysis of legislation and related recovery material and 21 semi-structured interviews with key planners, politicians and professionals involved in the recovery. The results suggest that the majority of planners interviewed were affected by the CER Act in their role and how they operated, although institutional context, especially political constraints, was a key factor in determining the degree of impact. It is argued that planners played a key role in recovery and were generally equipped in terms of skills needed in a recovery setting. In order to better utilise planners in post-disaster recovery or disaster risk management, two suggestions are proposed. Firstly, better promote planners and their capabilities to improve awareness of what planners can do. Secondly, educate and build an understanding between central government politicians and planners over each others role to produce better planning outcomes.

Research Papers, Lincoln University

When an “I thought I was going to die quake” occurs amidst four additional major earthquakes and 15,000 aftershocks during a sixteen-month period, it challenges people’s ability to cope and recover. Residents of Canterbury, New Zealand endured this extended, chaotic state in 2010/11; and continue to deal with lingering effects on their devastated central city, Christchurch. Stress and coping theory suggests that finding meaning in such situations can help people recover, and that religion and spirituality often play a role in post-disaster resilience. Despite this, there is very little research literature examining this phenomenon and even less that considers spirituality separate from religion. This research focuses on this underrepresented area by considering the personal spiritual or meaningful experiences of people in post-earthquake Canterbury. Data from sixteen in-depth, minimally directed interviews were thematically analyzed to understand each individual’s meaning construction and coping/recovery process and identify connective themes and patterns amongst their experiences. Four core elements of acceptance, clarity and choice, connection, and transcendence emerged from the thematic analysis to conceptualize a model of transcendent coping. Transcendent coping represents an additional type of coping in the transactional model of stress and coping, which serves to support the previous denoted problem-, emotion-, and meaning-focused coping approaches. Transcendent coping offers openness, empowerment, comfort and expansion not necessarily reliant upon theistic or religious beliefs and practices. Rather, this secular spiritual coping is inherent in everyday, mundane practices such as being in the moment, aligning to and acting from personal values, connecting to that and those who bring comfort, and experiencing transcendence in moments of awe and expansion. This research contributes to the growing interest in spirituality as an important facet of human nature that can support wellbeing in the face of stress.

Research papers, University of Canterbury Library

Over 900 buildings in the Christchurch central business district and 10,000 residential homes were demolished following the 22nd of February 2011 Canterbury earthquake, significantly disrupting the rebuild progress. This study looks to quantify the time required for demolitions during this event which will be useful for future earthquake recovery planning. This was done using the Canterbury Earthquake Recovery Authority (CERA) demolition database, which allowed an in-depth look into the duration of each phase of the demolition process. The effect of building location, building height, and the stakeholder which initiated the demolition process (i.e. building owner or CERA) was investigated. The demolition process comprises of five phases; (i) decision making, (ii) procurement and planning, (iii) demolition, (iv) site clean-up, and (v) completion certification. It was found that the time required to decide to demolish the building made up majority of the total demolition duration. Demolition projects initiated by CERA had longer procurement and planning durations, but was quicker in other phases. Demolished buildings in the suburbs had a longer decision making duration, but had little effect on other phases of the demolition process. The decision making and procurement and planning phases of the demolition process were shorter for taller buildings, though the other phases took longer. Fragility functions for the duration of each phase in the demolition process are provided for the various categories of buildings for use in future studies.

Images, Alexander Turnbull Library

A couple are woken by loud thuds, rumbles and crashes. A woman leaps up in bed in a panic saying 'My God! Not another aftershock!' Her husband says 'Nah! Another flamin' haka!' A newspaper on the bed has a headline that reads 'World Cup in full swing.' Context: The World Cup began on Friday 9th September and ends on 23 October. People in Christchurch are still regularly jolted by aftershocks to the earthquakes of September 2010 and February and June 2011. Quantity: 1 digital cartoon(s).

Images, Alexander Turnbull Library

Scene set at Santa Claus' 'Online Christmas Orders Dept' at the North Pole. One elf remarks 'ANOTHER Marmite order from New Zealand'. The sole Marmite factory in New Zealand was damaged in the Christchurch Earthquake of 2011. Further aftershocks led to the shutting down of the factory until late 2012. The remaining stocks ran out, leading to panic buying at inflated prices by Marmite aficionados. Quantity: 1 digital cartoon(s).

Images, Alexander Turnbull Library

The small crane on the back of a rubbish truck has picked up a whole portaloo and dumped its contents (a man with his pants around his ankles) into the rubbish. The driver tells the crane operator that he should have emptied 'the bin! ... Not the portaloo!'. A streetsign reads 'Avonside'. Refers to the use of portaloos in parts of Christchurch since the earthquake of 4th September because of damage to plumbing infrastructure. Quantity: 1 digital cartoon(s).

Research papers, University of Canterbury Library

This thesis describes research into developing a client/server ar- chitecture for a mobile Augmented Reality (AR) application. Following the earthquakes that have rocked Christchurch the city is now changed forever. CityViewAR is an existing mobile AR application designed to show how the city used to look before the earthquakes. In CityViewAR 3D virtual building models are overlaid onto video captured by a smartphone camera. However the current version of CityViewAR only allows users to browse information stored on the mobile device. In this research the author extends the CityViewAR application to a client-server model so that anyone can upload models and annotations to a server and have this information viewable on any smartphone running the application. In this thesis we describe related work on AR browser architectures, the system we developed, a user evaluation of the prototype system and directions for future work.

Research papers, University of Canterbury Library

In order to provide information related to seismic vulnerability of non-ductile reinforced concrete (RC) frame buildings, and as a complementary investigation on innovative feasible retrofit solutions developed in the past six years at the University of Canterbury on pre-19170 reinforced concrete buildings, a frame building representative of older construction practice was tested on the shake table. The specimen, 1/2.5 scale, consists of two 3-storey 2-bay asymmetric frames in parallel, one interior and one exterior, jointed together by transverse beams and floor slabs. The as-built (benchmark) specimen was first tested under increasing ground motion amplitudes using records from Loma Prieta Earthquake (California, 1989) and suffered significant damage at the upper floor, most of it due to lap splices failure. As a consequence, in a second stage, the specimen was repaired and modified by removing the concrete in the lap splice region, welding the column longitudinal bars, replacing the removed concrete with structural mortar, and injecting cracks with epoxy resin. The modified as-built specimen was then tested using data recorded during Darfield (New Zealand, 2010) and Maule (Chile, 2010) Earthquakes, with whom the specimen showed remarkably different responses attributed to the main variation in frequency content and duration. In this contribution, the seismic performance of the three series of experiments are presented and compared.

Research papers, University of Canterbury Library

An as-built reinforced concrete (RC) frame building designed and constructed according to pre-1970s code design construction practice has been recently tested on the shake table at the University of Canterbury. The specimen, 1/2.5 scaled version of the original prototype, consists of two 3-storey 2-bay asymmetric frames in parallel, one interior and one exterior, jointed together by transverse beams and floor slabs. Following the benchmark test, a retrofit intervention has been proposed to rehabilitate the tested specimen. In this paper, detailed information on the assessment and design of the seismic retrofit procedure using GFRP (glass fibre reinforced polymer) materials is given for the whole frame. Hierarchy of strength and sequence of events (damage mechanisms) in the panel zone region are evaluated using a moment-axial load (M-N) interaction performance domain, according to a performance-based retrofit philosophy. Specific limit states or design objectives are targeted with attention given to both strength and deformation limits. In addition, an innovative retrofit solution using FRP anchor dowels for the corner beam-column joints with slabs is proposed. Finally, in order to provide a practical tool for engineering practice, the retrofit procedure is provided in a step-by step flowchart fashion.

Research papers, University of Canterbury Library

This paper discusses the seismic performance of the standard RC office building in Christchurch that is given as a structural design example in NZS3101, the concrete structures seismic standard in New Zealand. Firstly the push-over analysis was carried out to evaluate the lateral load carrying capacity of the RC building and then to compare that carrying capacity with the Japanese standard law. The estimated figures showed that the carrying capacity of the New Zealand standard RC office building of NZS3101:2006 was about one third of Japanese demanded carrying capacity. Secondly, time history analysis of the multi-mass system was performed to estimate the maximum response story drift angle using recorded ground motions. Finally, a three-dimensional analysis was carried out to estimate the response of the building to the 22nd February, 2011 Canterbury earthquake. The following outcomes were obtained. 1) The fundamental period of the example RC building is more than twice that of Japanese simplified calculation, 2) The example building’s maximum storey drift angle reached 2.5% under the recorded ground motions. The main purpose of this work is to provide background information of seismic design practice for the reconstruction of Christchurch.

Research papers, University of Canterbury Library

A major lesson from the 2011 Christchurch earthquake was the apparent lack of ductility of some lightly reinforced concrete (RC) wall structures. In particular, the structural behaviour of the critical wall in the Gallery Apartments building demonstrated that the inelastic deformation capacity of a structure, as well as potentially brittle failure of the reinforcement, is dependent on the level of bond deterioration between reinforcement and surrounding concrete that occurs under seismic loading. This paper presents the findings of an experimental study on bond behaviour between deformed reinforcing bars and the surrounding concrete. Bond strength and relative bond slip was evaluated using 75 pull-out tests under monotonic and cyclic loading. Variations of the experiments include the loading rate, loading history, concrete strength (25 to 70 MPa), concrete age, cover thickness, bar diameter (16 and 20 mm), embedded length, and the position of the embedded bond region within the specimen (deep within or close to free surface). Select test results are presented with inferred implications for RC structures.

Research papers, University of Canterbury Library

Existing New Zealand (NZ) building stock contains a significant number of structures designed prior to 1995 with non-ductile reinforced concrete (RC) columns. Recent earthquakes and research show that columns with such details perform poorly when subjected to seismic demand, losing gravity load carrying capacity at drift levels lower than the expected one. Therefore, in order to have a better understanding of existing RC columns in NZ, the history of these elements is investigated in this paper. The evolution of RC column design guidelines in NZ standards since the 1970s is scrutinized. For this purpose, a number of RC columns from Christchurch buildings built prior to 1995 are assessed using the current code of practice.

Research papers, University of Canterbury Library

A seismic financial risk analysis of typical New Zealand reinforced concrete buildings constructed with topped precast concrete hollow-core units is performed on the basis of experimental research undertaken at the University of Canterbury over the last five years. An extensive study that examines seismic demands on a variety of multi-storey RC buildings is described and supplemented by the experimental results to determine the inter-storey drift capacities of the buildings. Results of a full-scale precast concrete super-assemblage constructed and tested in the laboratory in two stages are used. The first stage investigates existing construction and demonstrates major shortcomings in construction practice that would lead to very poor seismic performance. The second stage examines the performance of the details provided by Amendment No. 3 to the New Zealand Concrete Design Code NZS 3101:1995. This paper uses a probabilistic financial risk assessment framework to estimate the expected annual loss (EAL) from previously developed fragility curves of RC buildings with precast hollow core floors connected to the frames according to the pre-2004 standard and the two connection details recommended in the 2004 amendment. Risks posed by different levels of damage and by earthquakes of different frequencies are examined. The structural performance and financial implications of the three different connection details are compared. The study shows that the improved connection details recommended in the 2004 amendment give a significant economic payback in terms of drastically reduced financial risk, which is also representative of smaller maintenance cost and cheaper insurance premiums.

Research papers, University of Canterbury Library

The 14 November 2016 Kaikōura earthquake had major impacts on New Zealand's transport system. Road, rail and port infrastructure was damaged, creating substantial disruption for transport operators, residents, tourists, and business owners in the Canterbury, Marlborough and Wellington regions, with knock-on consequences elsewhere. During both the response and recovery phases, a large amount of information and data relating to the transport system was generated, managed, analysed, and exchanged within and between organisations to assist decision making. To improve information and data exchanges and related decision making in the transport sector during future events and guide new resilience strategies, we present key findings from a recent post-earthquake assessment. The research involved 35 different stakeholder groups and was conducted for the Ministry of Transport. We consider what transport information was available, its usefulness, where it was sourced from, mechanisms for data transfer between organisations, and suggested approaches for continued monitoring.

Research papers, University of Canterbury Library

New Zealand has a long tradition of using light timber frame for construction of its domestic dwellings. After the most recent earthquakes (e.g. Canterbury earthquakes sequence), wooden residential houses showed satisfactory life safety performance which aligns with New Zealand design codes requirements. However, poor performance was reported in terms of their seismic resilience that can be generally associated with community demands. Future expectations of the seismic performance of wooden-framed houses by homeowners were assessed in this research. Homeowners in the Wellington region were asked in a survey about the levels of safety and expected possible damage in their houses after a seismic event. Findings bring questions about whether New Zealand code requirements are good enough to satisfy community demands. Also, questions whether available information of strengthening techniques to structurally prepare wooden-framed houses to face future major earthquakes can help to make homeowners feel safer at home during major seismic events.

Research papers, University of Canterbury Library

The collapse of Redcliffs’ cliff in the 22 February 2011 and 13 June 2011 earthquakes were the first times ever a major failure incident occurred at Redcliffs in approximately 6000 years. This master’s thesis is a multidisciplinary engineering geological investigation sought to study these particular failure incidents, focusing on collecting the data necessary to explain the cause and effect of the cliff collapsing in the event of two major earthquakes. This study provides quantitative and qualitative data about the geotechnical attributes and engineering geological nature of the sea-cut cliff located at Redcliffs. Results from surveying the geology of Redcliffs show that the exposed lithology of the cliff face is a variably jointed rock body of welded and (relatively intact) unwelded ignimbrite, a predominantly massive unit of brecciated tuff, and a covering of wind-blown loess and soil deposit (commonly found throughout Canterbury) on top of the cliff. Moreover, detailing the external component of the slope profile shows that Redcliffs’ cliff is a 40 – 80 m cliff with two intersecting (NE and SE facing) slope aspects. The (remotely) measured geometry of the cliff face comprises of multiple outstanding gradients, averaging a slope angle of ~67 degrees (post-13 June 2011), where the steepest components are ~80 degrees, whereas the gentle sloping sections are ~44 degrees. The physical structure of Redcliffs’ cliff drastically changed after each collapse, whereby seismically induced alterations to the slope geometry resulted in material deposited on the talus at the base of the cliff. Prior to the first collapse, the variance of the gradient down the slope was minimal, with the SE Face being the most variable with up to three major gradients on one cross section. However, after each major collapse, the variability increased with more parts of the cliff face having more than one major gradient that is steeper or gentler than the remainder of the slope. The estimated volume of material lost as a result of the gradient changes was 28,267 m³ in February and 11,360 m³ in June 2011. In addition, surveys of the cliff top after the failure incidents revealed the development of fissures along the cliff edge. Monitoring 10 fissures over three months indicated that fissured by the cliff edge respond to intense seismicity (generally ≥ Mw 4) by widening. Redcliffs’ cliff collapsed on two separate occasions as a result of an accumulated amount of damage of the rock masses in the cliff (caused by weathering and erosion over time), and two Mw 6.2 trigger earthquakes which shook the Redcliffs and the surrounding area at a Peak Ground Acceleration (PGA) estimated to be around 2 g. The results of the theoretical study suggests that PGA levels felt on-site during both instances of failure are the result of three major factors: source of the quake and the site affected; topographic amplification of the ground movement; the short distance between the source and the cliff for both fault ruptures; the focus of seismic energy in the direction of thrust faulting along a path that intercepts Redcliffs (and the Port Hills). Ultimately, failure on the NE and SE Faces of Redcliffs’ cliff was concluded to be global as every part of the exposed cliff face deposited a significant volume of material on the talus at the base of the cliff, with the exception of one section on the NE Face. The cliff collapses was a concurrent process that is a single (non-monotonic) event that operated as a complex series of (primarily) toppling rock falls, some sliding of blocks, and slumping of the soil mantle on top of the cliff. The first collapse had a mixture of equivalent continua slope movement of the heavily weathered / damaged surface of the cliff face, and discontinuous slope movement of the jointed inner slope (behind the heavily weathered surface); whereas the second collapse resulted in only discontinuous slope movement on account of the freshly exposed cliff face that had damage to the rock masses, in the form of old and (relatively) new discontinuous fractures, induced by earthquakes and aftershocks leading up to the point of failure.

Research papers, University of Canterbury Library

INTRODUCTION This project falls under the Flagship 3: Wellington Coordinated Project. It supports other projects within FP3 to create a holistic understanding of risks posed by collapsed buildings due to future earthquake/s and the secondary consequences of cordoning in the short, mid and long term. Cordoning of the Christchurch CBD for more than two years and its subsequent implications on people and businesses had a significant impact on the recovery of Christchurch. Learning from this and experiences from the Kaikōura earthquake (where cordons were also established around selected buildings, Figure 3) have highlighted the need to understand the effects of cordons and plan for it before an earthquake occurs

Research papers, University of Canterbury Library

This thesis examines the closing of Aranui High School in 2016, a low socio-economic secondary school in eastern Christchurch, New Zealand, and reflects on its history through the major themes of innovation and the impact of central government intervention. The history is explored through the leadership of the school principals, and the necessity for constant adaptation by staff to new ways of teaching and learning, driven by the need to accommodate a more varied student population – academically, behaviourally and culturally – than most other schools in wider Christchurch. Several extreme changes, following a neoliberal approach to education policies at a national government level, impacted severely on the school’s ability to thrive and even survive over the 57 years of its existence, with the final impact of the 2010 and 2011 Canterbury earthquakes leading indirectly to Aranui High’s closure. The earthquakes provided the National government with the impetus to advocate for change to education in Christchurch; changes which impacted negatively on many schools in Christchurch, including Aranui High School. The announcement of the closure of Aranui High shocked many staff and students, who were devastated that the school would no longer exist. Aranui High School, Aranui Primary School, Wainoni Primary School and Avondale Primary School were all closed to make way for Haeata Community Campus, a year 1 to 13 school, which was built on the Aranui High site. Aranui High School served the communities of eastern Christchurch for 57 years from 1960 and deserves acknowledgment and remembrance, and my hope is that this thesis will provide a fair representation of the school’s story, including its successes and challenges, while also explaining the reasons behind the eventual closure. This thesis contributes to New Zealand public history and uses mixed research methods to examine Aranui High School’s role as a secondary school in eastern Christchurch. I argue that the closure of Aranui High School in 2016 was an unjustified act by the Ministry of Education.

Research papers, University of Canterbury Library

Beam-column joints are addressed in the context of current design procedures and performance criteria for reinforced concrete ductile frames subjected to large earthquake motions. Attention is drawn to the significant differences between the pertinent requirements of concrete design codes of New Zealand and the United States for such joints. The difference between codes stimulated researchers and structural engineers of the United States, New Zealand, Japan and China to undertake an international collaborative research project. The major investigators of the project selected issues and set guidelines for co-ordinated testing of joint specimens designed according to the codes of the countries. The tests conducted at the University of Canterbury, New Zealand, are reported. Three full-scale beam-column-slab joint assemblies were designed according to existing code requirements of NZS 3101:1982, representing an interior joint of a one-way frame, an interior joint of a two-way frame, and an exterior joint of a two-way frame. Quasistatic cyclic loading simulating severe earthquake actions was applied. The overall performance of each test assembly was found to be satisfactory in terms of stiffness, strength and ductility. The joint and column remained essentially undamaged while plastic hinges formed in the beams. The weak beam-strong column behaviour sought in the design, desirable in tall ductile frames designed for earthquake resistance, was therefore achieved. Using the laws of statics and test observations, the action and flow of forces from the slabs, beams and column to the joint cores are explored. The effects of bond performance and the seismic shear resistance of the joints, based on some postulated mechanisms, are examined. Implications of the test results on code specifications are discussed and design recomendations are made.

Articles, UC QuakeStudies

A photograph captioned, "So it's been an eventful couple of years. I think the first earthquake, it was just so totally unexpected. You went to bed one night and when you woke up - in just a few seconds- everything was different than it had been before".

Images, Alexander Turnbull Library

Shows a couple in their car driving along a road festooned with election billboards. The man reads a billboard and comments that the mayor is promising to 'move our district forward' and his partner suggests that with all the new jobs down in Christchurch maybe he should move the district down there. Probably refers to mayoral hopefuls in Whangarei, Pamela Sue Peters or Stan Semenoff, suggesting that people should move to Christchurch for jobs which, since the 4th September 2010 earthquake, are going to be plentiful. But it seems that every mayoral candidate in the country is intent on moving his or her part of New Zealand forward if they win the October 9 local body election. Quantity: 1 digital cartoon(s).

Research papers, University of Canterbury Library

Seismic behaviour of typical unreinforced masonry (URM) brick houses, that were common in early last century in New Zealand and still common in many developing countries, is experimentally investigated at University of Canterbury, New Zealand in this research. A one halfscale model URM house is constructed and tested under earthquake ground motions on a shaking table. The model structure with aspect ratio of 1.5:1 in plan was initially tested in the longitudinal direction for several earthquakes with peak ground acceleration (PGA) up to 0.5g. Toppling of end gables (above the eaves line) and minor to moderate cracking around window and door piers was observed in this phase. The structure was then rotated 90º and tested in the transverse (short) direction for ground motions with PGA up to 0.8g. Partial out-of-plane failure of the face loaded walls in the second storey and global rocking of the model was observed in this phase. A finite element analysis and a mechanism analysis are conducted to assess the dynamic properties and lateral strength of the model house. Seismic fragility function of URM houses is developed based on the experimental results. Damping at different phases of the response is estimated using an amplitude dependent equivalent viscous damping model. Financial risk of similar URM houses is then estimated in term of expected annual loss (EAL) following a probabilistic financial risk assessment framework. Risks posed by different levels of damage and by earthquakes of different frequencies are then examined.

Images, UC QuakeStudies

Photograph captioned by Fairfax, "Invercargill Fire Station fire fighters who recently went to help in Christchurch for the Canterbury Earthquake cleanup. The National Boss presented the fire fighters with a Certificate of Commendation on Tuesday night. Invercargill firefighters Cameron McLachlan, Pete Scarlet, Dennis Hika, Chris Hamilton, Aaron Ramsay, National Commander Mike Hall, John Gilder, Ron Fetolofai (absent Murray Milne-Maresca) presented a certificate of commendation for their service during the Christchurch earthquake by national commander Mike Hall yesterday".