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Journal articles on the topic 'Geology, Structural New Zealand'

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Author: Grafiati

Published: 10 December 2022

Last updated: 29 January 2023

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1

King, P. R., and P. H. Robinson. "An Overview of Taranaki Region Geology, New Zealand." Energy Exploration & Exploitation 6, no. 3 (June 1988): 213–32. http://dx.doi.org/10.1177/014459878800600304.

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Recent revisions to the paleontologic dating and lithologic correlation of the late Cretaceous and Cenozoic sediments in many wells have improved the chronostratigraphic framework for the Taranaki Basin. When combined with detailed seismic mapping and results of a study of basement trends, refinements to the timing of major structural and sedimentary events in the basin's history can be made. A resultant series of paleogeographic maps is presented. The Taranaki Basin has developed primarily within an extensional tectonic regime, with a compressional overprint occurring variously in places from early Miocene to Pliocene. An overall transgressive sedimentary cycle existed from the late Cretaceous to early Miocene. Thereafter a generally regressive trend has continued to the present day. Subsidence patterns were broadly similar across the basin until the late Miocene, whereupon tectonic controls on basin morphology and sedimentation became more diverse.

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2

Rattenbury, Mark S. "Structural geology of Torlesse rocks, Otaki Forks, Tararua Range, New Zealand." New Zealand Journal of Geology and Geophysics 29, no. 1 (January 1986): 29–40. http://dx.doi.org/10.1080/00288306.1986.10427520.

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3

St George, J. D. "Structural effects on the strength of New Zealand coal." International Journal of Rock Mechanics and Mining Sciences 34, no. 3-4 (April 1997): 299.e1–299.e11. http://dx.doi.org/10.1016/s1365-1609(97)00184-6.

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4

Russell, Alistair P., and Jason M. Ingham. "Prevalence of New Zealand’s unreinforced masonry buildings." Bulletin of the New Zealand Society for Earthquake Engineering 43, no. 3 (September 30, 2010): 182–201. http://dx.doi.org/10.5459/bnzsee.43.3.182-201.

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Unreinforced masonry (URM) buildings remain New Zealand's most earthquake prone class of building. New Zealand URM buildings are classified into typologies, based on their general structural configuration. Seven typologies are presented, and their relative prevalence, age and locations are identified. There are estimated to be 3,750 URM buildings in existence in New Zealand, with 1,300 (35%) being estimated to be potentially earthquake prone and 2010 (52%) to be potentially earthquake risk, using the NZSEE Initial Evaluation Procedure. Trends in the age of these buildings show that construction activity increased from the early days of European settlement and reached a peak at about 1930, before subsequently declining sharply. The preponderance of the existing URM building stock was constructed prior to 1940, and as such, almost all URM buildings in New Zealand are between 80 and 130 years old (in 2010). Overall the URM building stock has a 2010 market value of approximately $NZ1.5 billion, and constitutes approximately 8% of the total building stock in terms of floor area. Details are also provided regarding the development of New Zealand building codes and the associated provisions for assessing existing earthquake risk buildings, and provides some background to the history of the URM building stock in New Zealand.

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5

Smith, Warwick D. "New Zealand earthquakes in 1989." Bulletin of the New Zealand Society for Earthquake Engineering 23, no. 2 (June 30, 1990): 97–101. http://dx.doi.org/10.5459/bnzsee.23.2.97-101.

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During 1989 the Seismological Observatory recorded and analysed 9892 earthquakes in the New Zealand region. Preliminary locations and magnitudes are now available for all these events. This is about five times the number usually analysed in previous years, thanks to the new digital recording equipment which is being installed throughout the country. No earthquakes reached magnitude 6 during the year, although one of magnitude 5.9 in Fiordland was close to that figure. This caused intensity MM VI throughout Fiordland, and lower intensities elsewhere in the southern half of the South Island. Earthquakes of magnitude 5 and greater are listed: they indicate an ongoing level of activity commensurate with New Zealand's seismic history and geographic location.

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6

CRAW, D., M. S. RATTENBURY, and R. D. JOHNSTONE. "Structural geology and vein mineralisation in the Callery River headwaters, Southern Alps, New Zealand." New Zealand Journal of Geology and Geophysics 30, no. 3 (August 1987): 273–86. http://dx.doi.org/10.1080/00288306.1987.10552622.

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7

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 30, no. 4 (December 31, 1997): 371–72. http://dx.doi.org/10.5459/bnzsee.30.4.371-372.

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8

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 31, no. 1 (March 31, 1998): 69–70. http://dx.doi.org/10.5459/bnzsee.31.1.69-70.

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9

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 31, no. 3 (September 30, 1998): 213. http://dx.doi.org/10.5459/bnzsee.31.3.213.

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10

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 31, no. 4 (December 31, 1998): 298. http://dx.doi.org/10.5459/bnzsee.31.4.298.

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11

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 32, no. 1 (March 31, 1999): 41. http://dx.doi.org/10.5459/bnzsee.32.1.41.

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12

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 32, no. 2 (June 30, 1999): 123. http://dx.doi.org/10.5459/bnzsee.32.2.123.

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13

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 32, no. 3 (September 30, 1999): 190–91. http://dx.doi.org/10.5459/bnzsee.32.3.190-191.

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14

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 32, no. 4 (December 31, 1999): 263–64. http://dx.doi.org/10.5459/bnzsee.32.4.263-264.

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15

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 33, no. 1 (March 31, 2000): 60–61. http://dx.doi.org/10.5459/bnzsee.33.1.60-61.

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Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 33, no. 2 (June 30, 2000): 173–74. http://dx.doi.org/10.5459/bnzsee.33.2.173-174.

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17

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 33, no. 4 (December 31, 2000): 498–500. http://dx.doi.org/10.5459/bnzsee.33.4.498-500.

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18

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 34, no. 1 (March 31, 2001): 87–89. http://dx.doi.org/10.5459/bnzsee.34.1.87-89.

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19

Editor. "Significant New Zealand earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 34, no. 2 (June 30, 2001): 167. http://dx.doi.org/10.5459/bnzsee.34.2.167.

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20

Dowrick, David J. "Earthquake risk reduction actions for New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 36, no. 4 (December 31, 2003): 249–59. http://dx.doi.org/10.5459/bnzsee.36.4.249-259.

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This paper discusses what we already do and what extra should be done lo reduce earthquake risk in New Zealand. Some of the needed actions have been learned from the consequences, good as well as bad, of earthquakes that have occurred both in New Zealand and in other parts of the world. A list of 26 weaknesses are identified in New Zealand's systems of earthquake risk reduction. Remedial actions to overcome these weaknesses in a balanced way involve at least nine parties. Fifteen of the weaknesses have five or more parties who could or should take some remedial action over them. Engineers have technical actions to address 20 of the weaknesses, while earthquake-related professions have an advocacy role to play in all of them. The potential exists for reducing earthquake losses by about an order of magnitude, i.e. worth billions of dollars and thousands of casualties in future earthquakes.

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21

Marotta, Alessandra, Tatiana Goded, Sonia Giovinazzi, Sergio Lagomarsino, Domenico Liberatore, Luigi Sorrentino, and Jason M. Ingham. "An inventory of unreinforced masonry churches in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 48, no. 3 (September 30, 2015): 170–89. http://dx.doi.org/10.5459/bnzsee.48.3.170-189.

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Churches are an important part of New Zealand’s historical and architectural heritage. Various earthquakes around the world have highlighted the significant seismic vulnerability of religious buildings, with the extensive damage that occurred to stone and clay-brick unreinforced masonry churches after the 2010-2011 Canterbury earthquakes emphasising the necessity to better understand this structural type. Consequently, a country-wide inventory of unreinforced masonry churches is here identified. After a bibliographic and archival investigation, and a 10 000 km field trip, it is estimated that currently 297 unreinforced masonry churches are present throughout New Zealand, excluding 12 churches demolished in Christchurch because of heavy damage sustained during the Canterbury earthquake sequence. The compiled database includes general information about the buildings, their architectural features and structural characteristics, and any architectural and structural transformations that have occurred in the past. Statistics about the occurrence of each feature are provided and preliminary interpretations of their role on seismic vulnerability are discussed. The list of identified churches is reported in annexes, supporting their identification and providing their address.

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22

Egbelakin, Temitope, Itohan E. Yakubu, and Justin Bowden. "Enhancing seismic regulatory compliance practices for non-structural elements in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 51, no. 1 (March 31, 2018): 47–54. http://dx.doi.org/10.5459/bnzsee.51.1.47-54.

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Most non-structural elements (NSEs) including ceilings, piping, services equipment and cladding systems, etc., are typically prone to failure in the event of relatively low to medium earthquake shakings. The poor performance of NSEs demonstrated in recent earthquake events in New Zealand has revealed a gap in NSE design and construction practices, especially regarding compliance with the NSE performance standard (NZS 4219:2009). This study sought to examine the NZ 4219:2009 and compliance in New Zealand’s construction industry, towards improving the performance of NSEs during earthquakes.Using a face-to-face interview enquiry technique, findings from this study revealed that although majority of the participants consider the NZS 4219:2009 to be very important in improving the performance of NSEs during earthquakes, some shortcomings were also identified: (i) non-compliance with the NZ 4219:2009 by construction professionals; (ii) exclusion of guidelines for specific NSEs from the scope of the NZS 4219:2009; (iii) poor ease of use of the NZS 4219:2009 and other relevant excluded NSE guidelines; and (iv) lack of clarity in the NZS 4219:2009 regarding attribution of ultimate design responsibility for NSE seismic coordination. As a recommendation, the establishment of a robust, simple-to-use seismic specification document that will provide one-stop specifications for the design and installation of NSEs could be a possible solution to promoting strong compliance practices within the New Zealand construction industry, towards achieving improved performance of NSEs during earthquakes.

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23

Miranda, Catalina, Julia S. Becker, Charlotte L. Toma, Lauren J. Vinnell, and David M. Johnston. "Seismic experience and structural preparedness of residential houses in Aotearoa New Zealand." International Journal of Disaster Risk Reduction 66 (December 2021): 102590. http://dx.doi.org/10.1016/j.ijdrr.2021.102590.

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24

Craw, D., and J. R. Campbell. "Tectonic and structural setting for active mesothermal gold vein systems, Southern Alps, New Zealand." Journal of Structural Geology 26, no. 6-7 (June 2004): 995–1005. http://dx.doi.org/10.1016/j.jsg.2003.11.012.

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25

Mattos, Nathalia H., Tiago M. Alves, and Aisling Scully. "Structural and depositional controls on Plio-Pleistocene submarine channel geometry (Taranaki Basin, New Zealand)." Basin Research 31, no. 1 (September 23, 2018): 136–54. http://dx.doi.org/10.1111/bre.12312.

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26

Ferner, Helen, Matthew Lander, Gavin Douglas, Andrew Baird, Martin Wemyss, and Dave Hunter. "Pragmatic improvements to seismic resilience of non-structural elements." Bulletin of the New Zealand Society for Earthquake Engineering 49, no. 1 (March 31, 2016): 22–33. http://dx.doi.org/10.5459/bnzsee.49.1.22-33.

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The recent Canterbury earthquake sequence and the more recent Seddon, Lake Grassmere and Castlepoint earthquakes have raised awareness of the vulnerability of non-structural elements of buildings (e.g. ceilings, cladding, building services equipment and piping, etc.). With architectural and building services components comprising up to 70% of a building’s value, significant damage to these elements resulted in some buildings being declared economic losses, even when the structure itself was not badly damaged. Impacts on business continuity due to the damage of non-structural elements have also been identified as a major issue in recent earthquakes in New Zealand, as well as worldwide. It appears a step change is required in the seismic performance of non-structural elements in New Zealand. This paper explores whether the current approach being used in New Zealand for non-structural contractor designed elements is appropriate in meeting society’s expectations. It contrasts the approach that has historically been taken in New Zealand, with that followed overseas. The paper goes on to explore a pragmatic “best bang for the buck” approach to upgrading non-structural elements in existing buildings. The approach is presented through illustrated examples of issues and solutions that have been adopted. It also discusses the challenges with trying to upgrade non-structural elements within existing operational buildings including for example, congestion issues and practicalities of access. The paper concludes with ideas on possible ways to improve the seismic performance of non-structural elements within the New Zealand environment and regulatory regimen from both design and construction perspectives.

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27

Matuschka, T., K. R. Berryman, A. J. O'Leary, G. H. McVerry, W. M. Mulholland, and R. I. Skinner. "New Zealand seismic hazard analysis." Bulletin of the New Zealand Society for Earthquake Engineering 18, no. 4 (December 31, 1985): 313–22. http://dx.doi.org/10.5459/bnzsee.18.4.313-322.

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The results of a seismic hazard analysis for the country by the Seismic Risk Subcommittee (SRS) of the Standards Association are presented. The SRS was formed in 1979 to advise the Standards Association Loadings Code Amendments Committee on the frequency and level of earthquake ground shaking throughout New Zealand. Results of the SRS study are in terms of estimates of five percent damped horizontal acceleration response spectra for 50, 150, 450 and 1000 year return periods. It is intended that these results will form the basis for developing seismic design response spectra for the proposed new Loadings Code (NZS 4203).

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28

Smith, Warwick D. "Earthquake hazard in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 23, no. 3 (September 30, 1990): 211–19. http://dx.doi.org/10.5459/bnzsee.23.3.211-219.

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The intensities experienced near the epicentre of the Edgecumbe earthquake, 1987 March 2, were higher than expected for an earthquake of magnitude 6.3. If this earthquake can be regarded as typical for that part of New Zealand, previous estimates of earthquake hazard must be increased. This has been done by modifying the intensity formula used in an earlier study, and recomputing the hazard figures. Mean return periods of seismic shaking in the Bay of Plenty, Waikato and Northland are reduced in consequence.

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29

Wood, Peter, Philip Robins, and John Hare. "Preliminary observations of the 2010 Darfield (Canterbury) earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 43, no. 4 (December 31, 2010): i—iv. http://dx.doi.org/10.5459/bnzsee.43.4.i-iv.

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This Bulletin of the New Zealand Society for Earthquake Engineering (NZSEE) is a collaboration with the New Zealand Geotechnical Society (NZGS) and the Structural Engineering Society New Zealand (SESOC), with papers on the preliminary observations of the 2010 September 4, 04:35 (NZST; September 3, 16:35 UTC) Darfield (Canterbury) earthquakes. This Introductory paper summarises preliminary observations of the earthquakes and the performance of ground, structures, non-structural elements, and lifelines; the assessments of usability; and the communication of information amongst the science and engineering communities.

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30

Yeow, Trevor, Andrew Baird, Helen Ferner, Michael Ardagh, Joanne Deely, and David Johnston. "Cause and level of treatment of injuries from earthquake damage to commercial buildings in New Zealand." Earthquake Spectra 36, no. 3 (March 16, 2020): 1254–70. http://dx.doi.org/10.1177/8755293019900775.

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This study assesses the number of injuries directly caused by structural and non-structural damage within New Zealand commercial buildings from notable shaking events between 2010 and 2014 and the treatment level required. After applying filtering to a comprehensive New Zealand earthquake-induced injury database, 947 injuries matched this study’s scope, of which 174 were fatal. Collapse or movement of non-structural elements caused 556 injuries; though over 85% were treated outside hospitals and none were fatal. In contrast, 60% of the 220 structural damage-related injuries were fatal. The high injury occurrence from non-structural damage highlights its high risk of injury burden. The two leading causes of non-structural damage-related injuries were movement and/or damage of contents (e.g. furniture) and ceiling and services damage. This emphasizes the importance of reducing injury from movement and damage of non-structural elements during earthquake shaking, in addition to reducing fatalities by preventing structural and masonry collapse.

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31

Van Houtte, Chris. "Performance of response spectral models against New Zealand data." Bulletin of the New Zealand Society for Earthquake Engineering 50, no. 1 (March 31, 2017): 21–38. http://dx.doi.org/10.5459/bnzsee.50.1.21-38.

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An important component of seismic hazard assessment is the prediction of the potential ground motion generated by a given earthquake source. In New Zealand seismic hazard studies, it is commonplace for analysts to only adopt one or two models for predicting the ground motion, which does not capture the epistemic uncertainty associated with the prediction. This study analyses a suite of New Zealand and international models against the New Zealand Strong Motion Database, both for New Zealand crustal earthquakes and earthquakes in the Hikurangi subduction zone. It is found that, in general, the foreign models perform similarly or better with respect to recorded New Zealand data than the models specifically derived for New Zealand application. Justification is given for using global models in future seismic hazard analysis in New Zealand. Although this article does not provide definitive model weights for future hazard analysis, some recommendations and guidance are provided.

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32

Appleby, John R., Martin S. Brook, Simon S. Vale, and Amanda M. Macdonald‐creevey. "Structural glaciology of a temperate maritime glacier: lower fox glacier, new zealand." Geografiska Annaler: Series A, Physical Geography 92, no. 4 (December 2010): 451–67. http://dx.doi.org/10.1111/j.1468-0459.2010.00407.x.

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33

Van Houtte, Chris, Stephen Bannister, Caroline Holden, Sandra Bourguignon, and Graeme McVerry. "The New Zealand Strong Motion Database." Bulletin of the New Zealand Society for Earthquake Engineering 50, no. 1 (March 31, 2017): 1–20. http://dx.doi.org/10.5459/bnzsee.50.1.1-20.

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This article summarises work that has been undertaken to compile the New Zealand Strong Motion Database, which is intended to be a significant resource for both researchers and practitioners. The database contains 276 New Zealand earthquakes that were recorded by strong motion instruments from GeoNet and earlier network operators. The events have moment magnitudes ranging from 3.5 to 7.8. A total of 134 of these events (49%) have been classified as occurring in the overlying crust, with 33 events (12%) located on the Fiordland subduction interface and 7 on the Hikurangi subduction interface (3%). 8 events (3%) are deemed to have occurred within the subducting Australian Plate at the Fiordland subduction zone, and 94 events (34%) within the subducting Pacific Plate on the Hikurangi subduction zone. There are a total of 4,148 uniformly-processed recordings associated with these earthquakes, from which acceleration, velocity and displacement time-series, Fourier amplitude spectra of acceleration, and acceleration response spectra have been computed. 598 recordings from the New Zealand database are identified as being suitable for future use in time-domain analyses of structural response. All data are publicly available at http://info.geonet.org.nz/x/TQAdAQ.

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Brunsdon, Dave, Jitendra Bothara, Mike Stannard, Dick Beetham, Roger Brown, Clark Hyland, Warren Lewis, Scott Miller, Rebecca Sanders, and Yakso Sulistio. "Building safety evaluation following the 30 September 2009 Padang earthquake, Indonesia." Bulletin of the New Zealand Society for Earthquake Engineering 43, no. 3 (September 30, 2010): 174–81. http://dx.doi.org/10.5459/bnzsee.43.3.174-181.

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A ten-member team of engineers was deployed by NZAID and the New Zealand Society for Earthquake Engineering to assist Indonesian local and provincial agencies with rapid structural assessments of earthquake-affected buildings in and around Padang. This was the first time that a team of New Zealand engineers had been operationally deployed outside the Pacific region following a major earthquake. An accompanying paper describes the earthquake and its impacts, and the general observations of the team. This paper outlines the experiences of a team of 10 New Zealand structural engineers deployed on a volunteer basis for two weeks to undertake the deployment process, the arrangements that the team operated under in Padang, the tasks undertaken and the outputs and outcomes achieved. The lessons for building safety evaluation processes in New Zealand are also presented, along with the resulting enhancements to arrangements.

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35

Smith, Warwick D. "A model for MM intensities near large earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 35, no. 2 (June 30, 2002): 96–107. http://dx.doi.org/10.5459/bnzsee.35.2.96-107.

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The attenuation model for Modified Mercalli intensities that is currently in use in New Zealand (Dowrick & Rhoades, 1999) was developed from the available intensity data from large local earthquakes in New Zealand, but it does not represent well the intensity patterns that are expected when large earthquakes occur on long faults (length 20 km or more). This is because very few such events have occurred in New Zealand in historical times. An attempt to account for elongated source geometries has resulted in a model which provides a plausible extension to the Dowrick & Rhoades model. It also addresses detail in the intensity data from New Zealand's four largest historical earthquakes, that has not previously been accounted for. In development of the new model, stochastic terms have been added to represent the effects of asperities or areas of large slip on the rupture surface and to account for uncertainty in the fitting of the original data.

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36

Almesfer, Nasser, Dmytro Y. Dizhur, Ronald Lumantarna, and Jason M. Ingham. "Material properties of existing unreinforced clay brick masonry buildings in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 47, no. 2 (June 30, 2014): 75–96. http://dx.doi.org/10.5459/bnzsee.47.2.75-96.

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The material properties of New Zealand’s heritage clay brick unreinforced masonry (URM) buildings were investigated and are reported herein. Material data was collected from a total of 98 New Zealand clay brick URM buildings and a database was compiled that was comprised of various masonry material properties. The intention behind the reporting of information and data presented herein was to provide indicative values to the professional engineering community to aid as preliminary input when undertaking detailed building assessments for cases where in-situ testing and brick and mortar sample extraction are not feasible. The data presented is also used to support the relationships for URM material properties that have been recommended by the authors for incorporation into the next version of the NZSEE seismic assessment guidelines for URM buildings. Although researchers from Europe, USA, India and Australia have previously studied the material properties of clay brick unreinforced masonry, knowledge on New Zealand URM material properties was poor at the time the study commenced. Therefore, a research programme was undertaken that was focused on both in-situ testing and laboratory testing of samples extracted from existing New Zealand clay brick URM buildings.

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37

Smith, Warwick D. "Principal New Zealand earthquakes in 1985." Bulletin of the New Zealand Society for Earthquake Engineering 19, no. 1 (March 31, 1986): 64. http://dx.doi.org/10.5459/bnzsee.19.1.64.

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Smith, Warwick D. "Principal New Zealand earthquakes in 1986." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 1 (March 31, 1987): 1. http://dx.doi.org/10.5459/bnzsee.20.1.1.

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Smith, Warwick D. "Principal New Zealand earthquakes in 1987." Bulletin of the New Zealand Society for Earthquake Engineering 21, no. 1 (March 31, 1988): 1–2. http://dx.doi.org/10.5459/bnzsee.21.1.1-2.

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40

Smith, Warwick D. "Principal New Zealand earthquakes in 1988." Bulletin of the New Zealand Society for Earthquake Engineering 22, no. 1 (March 31, 1989): 1. http://dx.doi.org/10.5459/bnzsee.22.1.1.

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41

Smith, Warwick D. "Principal New Zealand earthquakes in 1990." Bulletin of the New Zealand Society for Earthquake Engineering 24, no. 1 (March 31, 1991): 1. http://dx.doi.org/10.5459/bnzsee.24.1.1.

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42

McManus, K. J. "Geotechnical earthquake engineering in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 29, no. 2 (June 30, 1996): 128–30. http://dx.doi.org/10.5459/bnzsee.29.2.128-130.

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The following information is the result of a survey carried out during December 1995 of all known researchers in New Zealand. The information is as complete as possible being based on responses received by 15 January 1996. A bibliography of relevant recent publications is given together with affiliation and address information for the active researchers. Information is arranged under the same topic headings as for the main body of the proceedings.

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43

Grapes, Rodney, and Gaye Downes. "The 1855 Wairarapa, New Zealand, earthquake." Bulletin of the New Zealand Society for Earthquake Engineering 30, no. 4 (December 31, 1997): 271–368. http://dx.doi.org/10.5459/bnzsee.30.4.271-368.

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Nearly 200 historical accounts have been examined and analysed in order to determine the effects of the magnitude 8+ 1855 Wairarapa, New Zealand, earthquake. The documents examined include contemporary diaries, letters and journals, newspaper reports and articles, archives, memoranda and reports of the Wellington Provincial Government as well as later reminiscences, extracts from published scientific papers, books and other articles. Other than the published accounts of Sir Charles Lyell, who, in 1856, first recognised the importance of the earthquake as causing the greatest deformation and surface fault rupture then known, there has been no comprehensive account of the effects of the earthquake in the scientific literature until now. Much or the data is presented with extensive quotations from the source material, especially where conflicting accounts on important aspects have been found. All material is analysed with an understanding of the geographical, social and political conditions at the time. The reliability of the material is taken account of so that first-hand accounts, that have been recorded no more than several years after the earthquake, and in which there are no obvious inconsistencies or confusion with other earthquakes, are valued most highly. Using the historical accounts as the primary source of data, but also taking into account the results of more recent geological, geomorphological and seismological investigations of the deformation, many aspects of the earthquake are discussed in detail. These are mainshock magnitude and epicentre; felt intensity distribution: descriptive account of the effects of the mainshock on people (including casualties) and man-made structures by location throughout New Zealand (including a resume of contemporary building techniques): effects on the environment from strong shaking such as fissuring, liquefaction, spreading, subsidence and landslides, and from tectonically produced uplift, subsidence and faulting; biological effects; tsunami and seiche; aftershock occurrence and social response and recovery.

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Downes, G. L., D. J. Dowrick, R. J. Van Dissen, J. J. Taber, G. T. Hancox, and E. G. C. Smith. "The 1942 Wairarapa, New Zealand, earthquakes." Bulletin of the New Zealand Society for Earthquake Engineering 34, no. 2 (June 30, 2001): 125–57. http://dx.doi.org/10.5459/bnzsee.34.2.125-157.

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In 1942, two large earthquakes, on June 24 (Mw 7.2) and August 1 (UT) (Mw 6.8), strongly shook the lower North Island, causing widespread moderate to severe damage. A third earthquake (Ms 6.0) occurred in the same area on December 2. These earthquakes have now been studied in detail by re-analysing seismograms from 1942 and by the collection and analysis of contemporary technical information and descriptive accounts from many sources. Results include new locations for the three main earthquakes and other moderate magnitude earthquakes in the sequence, summaries of building, lifelines and ground damage, new isoseismal maps and maps showing the distribution of landslides, liquefaction and other ground damage. The study has provided valuable information on the performance of buildings and lifelines in urban and small town environments at high intensities (MM8) and on the distribution of damaged buildings in central Wellington in relation to published ground shaking hazard microzoning maps and foreshore reclamation units. An important result is that scarp-like features described after the June earthquake as surface fault rupture are probably landslide-related rather than tectonically produced. This result and the lack of evidence for any other surface fault rupture, the closeness in time and space of the earthquakes both within the sequence and with the 1934 Pahiatua earthquake, and the similarity of the sequence to the 1990 Weber earthquakes have important implications for seismic hazard assessment of this part of the Hikurangi Margin.

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Thurston, Stuart J., and Stuart G. Park. "Seismic design of New Zealand houses." Bulletin of the New Zealand Society for Earthquake Engineering 37, no. 1 (March 31, 2004): 1–12. http://dx.doi.org/10.5459/bnzsee.37.1.1-12.

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This paper presents the basis for changing the current test and evaluation procedure used to establish bracing ratings. This is known as the BRANZ P21 test method and is used to obtain the bracing ratings of timber framed wall systems for houses, and other low-rise structures, to meet the wind and seismic demand stipulated in the light timber framing standard, NZS 3604:1999. The demand seismic loads in NZS 3604 were based on the loadings specified in the New Zealand loadings standard, NZS 4203:1992. This paper proposes a revised P21 test seismic evaluation (called EM3) so that houses constructed to NZS3604 do not exceed their wall deformation capacity when analysed against a suite of earthquake records compatible with NZS 4203:1992.

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Poirot, T., J. Cole, and D. G. Elms. "Ash fall prediction in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 37, no. 4 (December 31, 2004): 181–94. http://dx.doi.org/10.5459/bnzsee.37.4.181-194.

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The North Island of New Zealand contains seven active volcanoes or volcanic centres, and ash fall from these centres could present health hazards and other problems. Part of the required contingency planning for ash fall is the assessment of the frequency and depth of ash fall at any point. The issue is particularly important for urban areas likely to be affected. This paper develops a theory for ash fall frequency assessment based on estimated eruption frequencies and magnitudes and on meteorological data. The theory is used to obtain the ash fall frequency/depth relationship for the Napier /Hastings area in the Hawkes Bay region. The results show that the annual frequency of significant ash fall in the towns is high enough to justify some degree of emergency preparedness, with a fall of 1 mm having an annual exceedance probability of about 0.05, or in other words a return period of approximately 20 years.

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Moss, P. J. "Review of current earthquake engineering research in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 2 (June 30, 1987): 91–98. http://dx.doi.org/10.5459/bnzsee.20.2.91-98.

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Research currently being undertaken in Government Departments, Research organisations, and the Civil Engineering Departments in the two University Schools of Engineering is outlined. The research is summarised under the headings of Seismology, Engineering Seismology, Geotechnical Engineering, and Structural Analysis and Design.

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Dowrick, David J. "Seismic hazard estimates for the Auckland area, and their design and construction implications." Bulletin of the New Zealand Society for Earthquake Engineering 25, no. 3 (September 30, 1992): 211–21. http://dx.doi.org/10.5459/bnzsee.25.3.211-221.

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Revised estimates of the return periods of Modified Mercalli (MM) intensity for Auckland and Northland, arising from a revision of the attenuation of intensity in New Zealand, and latest data and views on the local seismicity and geology, represent considerable reductions in the hazard given in Smith and Berryman's seismic hazard model of New Zealand. The revised levels are MM6 and MM7 for 150 and 1200 year return periods. This implies that most structures and plant in Auckland and Northland could have much simpler and less onerous earthquake resistant design and construction than required by current codes. This simpler approach would be significantly cheaper for older so-called "earthquake risk buildings" as well as new construction.

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Dowrick, D. J., G. Gibson, and K. McCue. "Seismic hazard in Australia and New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 28, no. 4 (December 31, 1995): 279–87. http://dx.doi.org/10.5459/bnzsee.28.4.279-287.

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As a prelude to the planned harmonization of building codes in Australia and New Zealand, this paper illustrates the seismic hazard in the two countries for discussion purposes. Hazard maps for peak ground acceleration for a 475 year return period are presented, and also for 2500 year return period in New Zealand, along with typical response spectra. It is shown that the hazard in the least seismic parts of New Zealand is similar to that of the more seismically active parts of Australia. The eventual harmonized loadings code would accommodate regional differences in hazard by using different response spectra and zone factors appropriate to the different regions of the two countries.

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Allibone, Andrew, Hamish Blakemore, Richard Jongens, James Scott, Jonathan Moore, Doug MacKenzie, and Dave Craw. "Structural settings of gold deposits within the Reefton goldfield, western New Zealand." New Zealand Journal of Geology and Geophysics 63, no. 3 (February 17, 2020): 342–62. http://dx.doi.org/10.1080/00288306.2020.1717554.

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