Search

found 101551 results

Images for 'the; more images...

Images, UC QuakeStudies

A photograph of earthquake damage to the Crown Masonic Lodge on Wordsworth Street, also known as the Freemasons Centre. The entranceway is supported with wooden bracing, and part of the brick wall beside the entrance has collapsed.

Articles, Christchurch uncovered

Early photographs are the best. They encompass everything from the utterly absurd to the momentous to the mundane. They provide us with a window into the past that is rare and wonderful (especially from an archaeological perspective), putting faces to … Continue reading →

Articles, Christchurch uncovered

Working in archaeology here in New Zealand we most often encounter the material remains of Māori settlement and colonisation by the British Empire in the 19th century. Groups such as the New Zealand Company and the Canterbury Association laid out … Continue reading →

Articles, Christchurch uncovered

It’s that time of year again, the summer season is upon us, and this year has really has brought the heat! With much of the country sweltering in the late 20s and early 30s lately, it’s made us appreciate the … Continue reading →

Research papers, University of Canterbury Library

This dissertation addresses a diverse range of applied aspects in ground motion simulation validation via the response of complex structures. In particular, the following topics are addressed: (i) the investigation of similarity between recorded and simulated ground motions using code-based 3D irregular structural response analysis, (ii) the development of a framework for ground motion simulations validation to identify the cause of differences between paired observed and simulated dataset, and (iii) the illustration of the process of using simulations for seismic performance-based assessment. The application of simulated ground motions is evaluated for utilisation in engineering practice by considering responses of 3D irregular structures. Validation is performed in a code-based context when the NZS1170.5 (NZS1170.5:2004, 2004) provisions are followed for response history analysis. Two real buildings designed by engineers and physically constructed in Christchurch before the 2010-2011 Canterbury earthquake sequence are considered. The responses are compared when the buildings are subjected to 40 scaled recorded and their subsequent simulated ground motions selected from 22 February 2011 Christchurch. The similarity of recorded and simulated responses is examined using statistical methods such as bootstrapping and hypothesis testing to determine whether the differences are statistically significant. The findings demonstrate the applicability of simulated ground motion when the code-based approach is followed in response history analysis. A conceptual framework is developed to link the differences between the structural response subjected to simulated and recorded ground motions to the differences in their corresponding intensity measures. This framework allows the variability to be partitioned into the proportion that can be “explained” by the differences in ground motion intensity measures and the remaining “unexplained” variability that can be attributed to different complexities such as dynamic phasing of multi-mode response, nonlinearity, and torsion. The application of this framework is examined through a hierarchy of structures reflecting a range of complexity from single-degree-of-freedom to 3D multi-degree-of-freedom systems with different materials, dynamic properties, and structural systems. The study results suggest the areas that ground motion simulation should focus on to improve simulations by prioritising the ground motion intensity measures that most clearly account for the discrepancies in simple to complex structural responses. Three approaches are presented to consider recorded or simulated ground motions within the seismic performance-based assessment framework. Considering the applications of ground motions in hazard and response history analyses, different pathways in utilising ground motions in both areas are explored. Recorded ground motions are drawn from a global database (i.e., NGA-West2 Ancheta et al., 2014). The NZ CyberShake dataset is used to obtain simulations. Advanced ground motion selection techniques (i.e., generalized conditional intensity measure, GCIM) are used for ground motion selection at a few intensity levels. The comparison is performed by investigating the response of an example structure (i.e., 12-storey reinforced concrete special moment frame) located in South Island, NZ. Results are compared and contrasted in terms of hazard, groundmotion selection, structural responses, demand hazard, and collapse risk, then, the probable reasons for differences are discussed. The findings from this study highlight the present opportunities and shortcomings in using simulations in risk assessment. i

Research papers, University of Canterbury Library

We examined changes in psychological distress experienced by residents of Christchurch following two catastrophic earthquakes in late 2010 and early 2011, using data from the New Zealand Attitudes and Values Study (NZAVS), a national probability panel study of New Zealand adults. Analyses focused on the 267 participants (172 women, 95 men) who were living in central Christchurch in 2009 (i.e., before the Christchurch earthquakes), and who also provided complete responses to our yearly panel questionnaire conducted in late 2010 (largely between the two major earthquakes), late 2011, and late 2012. Levels of psychological distress were similar across the different regions of central Christchurch immediately following the September 2010 earthquake, and remained comparable across regions in 2011. By late 2012, however, average levels of psychological distress in the regions had diverged as a function of the amount of property damage experienced within each given region. Specifically, participants in the least damaged region (i.e., the Fendalton-Waimairi and Riccarton-Wigram wards) experienced greater drops in psychological distress than did those in the moderately damaged region (i.e., across the Spreydon-Heathcote and Hagley- Ferrymead wards). However, the level of psychological distress reported by participants in the most damaged region (i.e., across Shirley-Papanui and Burwood-Pegasus) were not significantly different to those in the least damaged region of central Christchurch. These findings suggest that different patterns of psychological recovery emerged across the different regions of Christchurch, with the moderately damaged region faring the worst, but only after the initial shock of the destruction had passed.

Research papers, University of Canterbury Library

In this dissertation it is argued that the Canterbury Earthquake Recovery Act 2011 and the Canterbury Earthquake Recovery Authority were both necessary and inevitable given the trends and traditions of civil defence emergency management (CDEM) in New Zealand. The trends and traditions of civil defence are such that principles come before practice, form before function, and change is primarily brought about through crisis and criticism. The guiding question of the research was why were a new governance system and law made after the Canterbury earthquakes in 2010 and 2011? Why did this outcome occur despite the establishment of a modern emergency management system in 2002 which included a recovery framework that had been praised by international scholars as leading edge and a model for other countries? The official reason was the unprecedented scale and demands of the recovery – but a disaster of such scale is the principle reason for having a national emergency management system. Another explanation is the lack of cooperation among local authorities – but that raises the question of whether the CDEM recovery framework would have been successful in another locality. Consequentially, the focus of this dissertation is on the CDEM recovery framework and how New Zealand came to find itself making disaster law during a disaster. Recommendations include a review of emergency powers for recovery, a review of the capabilities needed to fulfil the mandate of Recovery Managers, and the establishment of a National Recovery Office with a cadre of Recovery Managers that attend every recovery to observe, advise, or assume control as needed. CDEM Group Recovery Managers would be seconded to the National Recovery Office which would allow for experience in recovery management to be developed and institutionalised through regular practice.

Research papers, The University of Auckland Library

The Global Earthquake Model’s (GEM) Earthquake Consequences Database (GEMECD) aims to develop, for the first time, a standardised framework for collecting and collating geocoded consequence data induced by primary and secondary seismic hazards to different types of buildings, critical facilities, infrastructure and population, and relate this data to estimated ground motion intensity via the USGS ShakeMap Atlas. New Zealand is a partner of the GEMECD consortium and to-date has contributed with 7 events to the database, of which 4 are localised in the South Pacific area (Newcastle 1989; Luzon 1990; South of Java 2006 and Samoa Islands 2009) and 3 are NZ-specific events (Edgecumbe 1987; Darfield 2010 and Christchurch 2011). This contribution to GEMECD represented a unique opportunity for collating, comparing and reviewing existing damage datasets and harmonising them into a common, openly accessible and standardised database, from where the seismic performance of New Zealand buildings can be comparatively assessed. This paper firstly provides an overview of the GEMECD database structure, including taxonomies and guidelines to collect and report on earthquake-induced consequence data. Secondly, the paper presents a summary of the studies implemented for the 7 events, with particular focus on the Darfield (2010) and Christchurch (2011) earthquakes. Finally, examples of specific outcomes and potentials for NZ from using and processing GEMECD are presented, including: 1) the rationale for adopting the GEM taxonomy in NZ and any need for introducing NZ-specific attributes; 2) a complete overview of the building typological distribution in the Christchurch CBD prior to the Canterbury earthquakes and 3) some initial correlations between the level and extent of earthquake-induced physical damage to buildings, building safety/accessibility issues and the induced human casualties.

Research papers, The University of Auckland Library

The objective of the study presented herein is to assess three commonly used CPT-based liquefaction evaluation procedures and three liquefaction severity index frameworks using data from the 2010–2011 Canterbury earthquake sequence. Specifically, post-event field observations, ground motion recordings, and results from a recently completed extensive geotechnical site investigation programme at selected strong motion stations (SMSs) in the city of Christchurch and surrounding towns are used herein. Unlike similar studies that used data from free-field sites, accelerogram characteristics at the SMS locations can be used to assess the performance of liquefaction evaluation procedures prior to their use in the computation of surficial manifestation severity indices. Results from this study indicate that for cases with evidence of liquefaction triggering in the accelerograms, the majority of liquefaction evaluation procedures yielded correct predictions, regardless of whether surficial manifestation of liquefaction was evident or not. For cases with no evidence of liquefaction in the accelerograms (and no observed surficial evidence of liquefaction triggering), the majority of liquefaction evaluation procedures predicted liquefaction was triggered. When all cases are used to assess the performance of liquefaction severity index frameworks, a poor correlation is shown between the observed severity of liquefaction surface manifestation and the calculated severity indices. However, only using those cases where the liquefaction evaluation procedures yielded correct predictions, there is an improvement in the correlation, with the Liquefaction Severity Number (LSN) being the best performing of the frameworks investigated herein. However scatter in the relationship between the observed and calculated surficial manifestation still remains for all liquefaction severity index frameworks.

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

The Canterbury earthquake and aftershock sequence in New Zealand during 2010-2011 subjected the city’s structures to a significant accumulated cyclic demand and raised significant questions regarding the low-cycle fatigue demands imposed upon the structures. There is a significant challenge to quantify the level of cumulative demand imposed on structures and to assess the percentage of a structure's fatigue life that has been consumed as a result of this earthquake sequence. It is important to be able to quantify the cumulative demand to determine how a building will perform in a subsequent large earthquake and inform repair and re-occupancy decisions. This paper investigates the cumulative fatigue demand for a structure located within the Christchurch Central Business District (CBD). Time history analysis and equivalent cycle counting methods are applied across the Canterbury earthquake sequence, using key events from September 4th 2010 and February 22nd , 2011 main shocks. The estimate of the cumulative fatigue demand is then compared to the expected capacity of a case study reinforced concrete bridge pier, to undertake a structure-specific fatigue assessment. The analysis is undertaken to approximate the portion of the structural fatigue capacity that has been consumed, and how much residual capacity remains. Results are assessed for recordings at the four Christchurch central city strong motion recording sites installed by the GeoNet programme, to provide an estimate of variation in results. The computed cyclic demand results are compared to code-based design methods and as assessment of the inelastic displacement demand of the reinforcing steel. Results are also presented in a fragility context where a de minimis (inconsequential), irreparable damage and full fatigue fracture are defined to provide a probabilistic assessment of the fatigue damage incurred. This methodology can provide input into the overall assessment of fatigue demands and residual capacity.

Research papers, The University of Auckland Library

The connections between walls of unreinforced masonry (URM) buildings and flexible timber diaphragms are critical building components that must perform adequately before desirable earthquake response of URM buildings may be achieved. Field observations made during the initial reconnaissance and the subsequent damage surveys of clay brick URM buildings following the 2010/2011 Canterbury, New Zealand earthquakes revealed numerous cases where anchor connections joining masonry walls or parapets with roof or floor diaphragms appeared to have failed prematurely. These observations were more frequent for adhesive anchor connections than for through-bolt connections (i.e. anchorages having plates on the exterior façade of the masonry walls). Subsequently, an in-field test program was undertaken in an attempt to evaluate the performance of adhesive anchor connections between unreinforced clay brick URM walls and roof or floor diaphragms. The study consisted of a total of almost 400 anchor tests conducted in eleven existing URM buildings located in Christchurch, Whanganui and Auckland. Specific objectives of the study included the identification of failure modes of adhesive anchors in existing URM walls and the influence of the following variables on anchor load-displacement response: adhesive type, strength of the masonry materials (brick and mortar), anchor embedment depth, anchor rod diameter, overburden level, anchor rod type, quality of installation and the use of metal mesh sleeve. In addition, the comparative performance of bent anchors (installed at an angle of minimum 22.5o to the perpendicular projection from the wall surface) and anchors positioned horizontally was investigated. Observations on the performance of wall-to-diaphragm connections in the 2010/2011 Canterbury earthquakes, a snapshot of the performed experimental program and the test results and a preliminary proposed pull-out capacity of adhesive anchors are presented herein.

Research papers, Lincoln University

The timing of large Holocene prehistoric earthquakes is determined by dated surface ruptures and landslides at the edge of the Australia-Pacific plate boundary zone in North Canterbury, New Zealand. Collectively, these data indicate two large (M > 7) earthquakes during the last circa 2500 years, within a newly formed zone of hybrid strike-slip and thrust faulting herein described as the Porter's Pass-to-Amberley Fault Zone (PPAFZ). Two earlier events during the Holocene are also recognized, but the data prior to 2500 years are presumed to be incomplete. A return period of 1300–2000 years between large earthquakes in the PPAFZ is consistent with a late Holocene slip rate of 3–4 mm/yr if each displacement is in the range 4–8 m. Historical seismicity in the PPAFZ is characterized by frequent small and moderate magnitude earthquakes and a seismicity rate that is identical to a region surrounding the structurally mature Hope fault of the Marlborough Fault System farther north. This is despite an order-of-magnitude difference in slip rate between the respective fault zones and considerable differences in the recurrence rate of large earthquakes. The magnitude-frequency distribution in the Hope fault region is in accord with the characteristic earthquake model, whereas the rate of large earthquakes in the PPAFZ is approximated (but over predicted) by the Gutenberg-Richter model. The comparison of these two fault zones demonstrates the importance of the structural maturity of the fault zone in relation to seismicity rates inferred from recent, historical, and paleoseismic data.

Images, UC QuakeStudies

A photograph of equipment from the New Zealand Fire Service Urban Search and Rescue team on display in the Canterbury Quakes exhibition at the Canterbury Museum. The equipment was used during the emergency response to the 22 February 2011 earthquake.

Images, UC QuakeStudies

A photograph of a worker examining the contents of a flat on Poplar Street during the Residential Access Project. The project gave residents temporary access within the red-zone cordon in order to retrieve items from their homes. The wall has crumbled leaving the room exposed.

Videos, UC QuakeStudies

A video of the opening night of the Heathcote Valley Inn. The inn has been rebuilt, after the 133-year-old original inn was damaged in the 4 September 2010 earthquake. Mayor Bob Parker officially opens the new building.

Videos, UC QuakeStudies

A video of Prime Minister John Key taking part in a tree planting ceremony on the banks of the Avon River in Christchurch. The trees were planted to symbolise the beginning of the rebuild of the Christchurch central city.

Images, UC QuakeStudies

The word 'faith' has been formed by flowers on the cordon fence beside St John the Baptist Church on Latimer Square. The photographer comments, "If I remember correctly this has been on the fence surrounding the Christchurch earthquake red zone for quite a while and looks remarkably pristine".

Videos, UC QuakeStudies

A video showing engineers removing the latticework from the top of the Press Building in Cathedral Square. The latticework is being removed after engineers discovered it was being held onto the building by only two bolts. The bolts are no bigger than a little finger.

Images, UC QuakeStudies

Damage to the Cathedral of the Blessed Sacrament. Looking through the fence on to the side and front where shipping containers are being used to support the walls. On the cordon are signs that say 'Danger. Demolition in Progress. No Entry', and 'Monitored construction alarms. Site secured. No Unauthorised entry'.

Research papers, University of Canterbury Library

In this thesis, focus is given to develop methodologies for rapidly estimating specific components of loss and downtime functions. The thesis proposes methodologies for deriving loss functions by (i) considering individual component performance; (ii) grouping them as per their performance characteristics; and (iii) applying them to similar building usage categories. The degree of variation in building stock and understanding their characteristics are important factors to be considered in the loss estimation methodology and the field surveys carried out to collect data add value to the study. To facilitate developing ‘downtime’ functions, this study investigates two key components of downtime: (i) time delay from post-event damage assessment of properties; and (ii) time delay in settling the insurance claims lodged. In these two areas, this research enables understanding of critical factors that influence certain aspects of downtime and suggests approaches to quantify those factors. By scrutinising the residential damage insurance claims data provided by the Earthquake Commission (EQC) for the 2010- 2011 Canterbury Earthquake Sequence (CES), this work provides insights into various processes of claims settlement, the time taken to complete them and the EQC loss contributions to building stock in Christchurch city and Canterbury region. The study has shown diligence in investigating the EQC insurance claim data obtained from the CES to get new insights and build confidence in the models developed and the results generated. The first stage of this research develops contribution functions (probabilistic relationships between the expected losses for a wide range of building components and the building’s maximum response) for common types of claddings used in New Zealand buildings combining the probabilistic density functions (developed using the quantity of claddings measured from Christchurch buildings), fragility functions (obtained from the published literature) and cost functions (developed based on inputs from builders) through Monte Carlo simulations. From the developed contribution functions, glazing, masonry veneer, monolithic and precast concrete cladding systems are found to incur 50% loss at inter-storey drift levels equal to 0.027, 0.003, 0.005 and 0.011, respectively. Further, the maximum expected cladding loss for glazing, masonry veneer, monolithic, precast concrete cladding systems are found to be 368.2, 331.9, 365.0, and 136.2 NZD per square meter of floor area, respectively. In the second stage of this research, a detailed cost breakdown of typical buildings designed and built for different purposes is conducted. The contributions of structural and non- structural components to the total building cost are compared for buildings of different usages, and based on the similar ratios of non-structural performance group costs to the structural performance group cost, four-building groups are identified; (i) Structural components dominant group: outdoor sports, stadiums, parkings and long-span warehouses, (ii) non- structural drift-sensitive components dominant group: houses, single-storey suburban buildings (all usages), theatres/halls, workshops and clubhouses, (iii) non-structural acceleration- sensitive components dominant group: hospitals, research labs, museums and retail/cold stores, and (iv) apartments, hotels, offices, industrials, indoor sports, classrooms, devotionals and aquariums. By statistically analysing the cost breakdowns, performance group weighting factors are proposed for structural, and acceleration-sensitive and drift-sensitive non-structural components for all four building groups. Thus proposed building usage groupings and corresponding weighting factors facilitate rapid seismic loss estimation of any type of building given the EDPs at storey levels are known. A model for the quantification of post-earthquake inspection duration is developed in the third stage of this research. Herein, phase durations for the three assessment phases (one rapid impact and two rapid building) are computed using the number of buildings needing inspections, the number of engineers involved in inspections and a phase duration coefficient (which considers the median building inspection time, efficiency of engineer and the number of engineers involved in each assessment teams). The proposed model can be used: (i) by national/regional authorities to decide the length of the emergency period following a major earthquake, and estimate the number of engineers required to conduct a post-earthquake inspection within the desired emergency period, and (ii) to quantify the delay due to inspection for the downtime modelling framework. The final stage of this research investigates the repair costs and insurance claim settlement time for damaged residential buildings in the 2010-2011 Canterbury earthquake sequence. Based on the EQC claim settlement process, claims are categorized into three groups; (i) Small Claims: claims less than NZD15,000 which were settled through cash payment, (ii) Medium Claims: claims less than NZD100,000 which were managed through Canterbury Home Repair Programme (CHRP), and (iii) Large Claims: claims above NZD100,000 which were managed by an insurance provider. The regional loss ratio (RLR) for greater Christchurch for three events inducing shakings of approximate seismic intensities 6, 7, and 8 are found to be 0.013, 0.066, and 0.171, respectively. Furthermore, the claim duration (time between an event and the claim lodgement date), assessment duration (time between the claim lodgement day and the most recent assessment day), and repair duration (time between the most recent assessment day and the repair completion day) for the insured residential buildings in the region affected by the Canterbury earthquake sequence is found to be in the range of 0.5-4 weeks, 1.5- 5 months, and 1-3 years, respectively. The results of this phase will provide useful information to earthquake engineering researchers working on seismic risk/loss and insurance modelling.

Audio, Radio New Zealand

Hon NANAIA MAHUTA to the Minister of Education: Is it still her strategy in education to "focus on teaching and learning quality" and "transparent accountabilities"? MAGGIE BARRY to the Minister of Finance: What progress is the Government making in supporting jobs and economic growth? EUGENIE SAGE to the Minister for the Environment: Does she stand by her statement that, "My preference will always be for all our sites to be safe for swimming"? CHARLES CHAUVEL to the Attorney-General: Who, other than himself and the Prime Minister, was present at the discussion on the Government Communications Security Bureau's unlawful surveillance of Mr Dotcom? NICKY WAGNER to the Minister for Canterbury Earthquake Recovery: What reports has he received on the outlook for increased employment opportunities in the rebuilding of Greater Christchurch? Rt Hon WINSTON PETERS to the Prime Minister: Does he think it is important that his Ministers, including himself, come to the House prepared to give honest answers? DARIEN FENTON to the Minister of Labour: How will employers know whether a job applicant aged 18 or 19 has been receiving a benefit for 6 months or more in order to pay the Government's starting-out wage? TIM MACINDOE to the Minister for Social Development: What announcements has she made on the new Children's Teams which form part of the Government's White Paper for Vulnerable Children? Dr DAVID CLARK to the Prime Minister: Does he stand by his comment that Government computer systems "can't actually support radical changes from Government"? Hon TAU HENARE to the Minister of Customs: How successful has SmartGate technology been at processing passengers at the border? CHRIS HIPKINS to the Minister of Education: How long will boards of trustees of the schools she proposes to close or merge in Christchurch have to consult with their local communities before they are required to provide feedback to her ahead of a final decision? CATHERINE DELAHUNTY to the Minister of Education: Does she stand by her statement to schools, about their obligation under the Official Information Act 1982, that, "New Zealand is an open and transparent democracy. They [schools] are required to release this information. You are public entities."?

Audio, Radio New Zealand

Questions to Ministers 1. GARETH HUGHES to the Minister for Primary Industries: Will he extend the Taranaki set net ban after the recent death of a Maui's dolphin in a fishing net? 2. DAVID BENNETT to the Minister for Economic Development: What actions is the Government taking to boost economic linkages with China? 3. GRANT ROBERTSON to the Prime Minister: Does he stand by his statement that his hour-long show on Radio Live on 30 September 2011 was an "election free zone"? 4. Dr PAUL HUTCHISON to the Minister of Health: What improvements, if any, have been made to the Government's national health targets? 5. Hon LIANNE DALZIEL to the Minister for Canterbury Earthquake Recovery: Did he discuss with the Christchurch City Mayor reported claims that there had been overtures from within The Treasury that there was scope for the city's rates to be increased or for assets to be sold to pay for the quake recovery, and that this could be done under the Canterbury Earthquake Recovery Act before he called him a clown; if not, why not? 6. JACQUI DEAN to the Minister of Local Government: What reports has he received on increases in local government council debt since the Local Government Act 2002 was enacted? 7. DARIEN FENTON to the Minister of Labour: Does she stand by her statement that the new minimum wage announced yesterday "strikes the right balance between protecting low paid workers and ensuring that jobs are not lost."? 8. PESETA SAM LOTU-IIGA to the Minister of Consumer Affairs: What recent announcements has the Government made on protecting consumers from loan sharks? 9. CLARE CURRAN to the Minister of Broadcasting: Is he aware that Stephen McElrea is part of a working group within NZ On Air, which includes a representative of MediaWorks, and which is determining details of a documentary about Whānau Ora? 10. TIM MACINDOE to the Minister for the Community and Voluntary Sector: What recent announcement has she made in her portfolio that will benefit communities? 11. HOLLY WALKER to the Minister for Social Development: Does she consider low family incomes to be a major contributor to childhood vulnerability? 12. Rt Hon WINSTON PETERS to the Prime Minister: Does he still have confidence in all his Ministers?