bluuebunny/crossref_metadata_2025_split huggingface dataset:
Liquefaction
Authors: Berrill J. B. , Beetham R. , Tanaka H. 
Published: January 2020

In studies of liquefaction case histories, particle size distributions of ejected sand have been useful in identifying layers which have liquefied. The aim of this note is to describe samples of ejecta that were retrieved by the New Zealand reconnaissance team to the M7.8 Hokkaido-Nansei-Oki, Japan earthquake in the hope that these might be useful in subsequent investigations.
Three samples of ejected sand were brought back to New Zealand for analysis: two from Hakodate, where many port facilities were damaged by liquefaction, and one from the Nakanosawa Primary School at Oshamanbe, where piles failed in shear due to liquefaction and lateral spreading of the surrounding soil. The Hakodate samples were both retrieved from the Hokodate Port area, sample HAKDl from near the 2500 tonne Nittetsu Cement Company silo which had tilted by about 3° and whose base had displaced about 200 mm horizontally, and sample HAKD2 from the clearly reclaimed land of the wharf area some 300 m to the south.
Hakodate is 172 km from the epicentre and Oshamanbe 107 km. The two sites are shown on a magnitude-distance plot in Figure 1, and it is seen that the Hakodate sites lie just inside the criterion of Kuribayashi and Tatsuoka (1974) for distance to furthest site of liquefaction.
Seismic design of glulam structures
Authors: Buchanan A. H. , Fairweather R. H. 
Published: January 2020

This paper gives an overview of the seismic performance of glue laminated (glulam) timber frame buildings. It describes the wide range of connections that can be used in glulam frames, for both single storey and multi-storey buildings, with particular reference to seismic loading.
Several new connections incorporating epoxied steel bars are described in detail. Testing of these connections under simulated seismic loading is reported, with recommendations for seismic design.
A design procedure is given for low rise multi-storey glulam frame buildings.
The Fiordland earthquake of 10 August, 1993
Authors: Van Dissen R. , Cousins J. , Robinson R. , Reyners M. 
Published: January 2020

On 10 August, 1993, a ML 6.7 (Ms 7.1, Mw 7.0) earthquake occurred c. 10 km offshore of western Fiordland, New Zealand (45.2° S, 166.7° E). Its hypocentre is approximately 20 km deep which places it on, or close to, the interface between the subducted Australian plate and the overriding Pacific plate. The focal mechanism for the mainshock indicates reverse faulting on either a steep west-dipping, or shallow southeast-dipping plane. Analysis of a subset of the over 7,000 recorded aftershocks defines a shallow (c. 15°) southeast-dipping plane, roughly 25 km long and 15 km wide, that probably represents the rupture surface of the mainshock.
The earthquake was strongly felt by fishermen offshore in the epicentral region. Onshore, there were no reports of damage to man-made structures. The maximum peak ground acceleration recorded was 0.08 g at Te Anau, about 73 km from the epicentre. The attenuation of peak horizontal ground acceleration for this event is similar to the attenuation of other shallow crustal earthquakes in New Zealand.
The number of landslides triggered by this event is at least an order-of-magnitude less than the number of pre-existing landslide scars. The highest concentration of new slides appears to be in the Vancouver Arm/Hall Arm region, c. 45 km south-southeast from the epicentre. Many of the new slides were narrow, shallow seated failures, or small reactivated portions of older slides. The two largest earthquake-triggered landslides observed are located near Hall Arm, and in the Freeman Burn north of Lake Manapouri. Except perhaps for these two slides, all other observed earthquake-triggered slides will be indistinguishable from storm-generated slides once re-vegetated.
Lessons for New Zealand lifelines organisations from the 17 January 1995 Great Hanshin earthquake
Authors: Brunsdon D.R. , Britton N.R. , Carter R. J. , Crimp R. F. , Gates E. F. , Gordon M. A. , Hughson G. J. , Lamb A. J. W. , Leslie P.D. , Wabnitz G. , Watson A. C. 
Published: January 2020

This report outlines the observations and findings with regard to lifelines and other infrastructural items from each of the various New Zealand post-earthquake visits to Kobe subsequent to the NZNSEE reconnaissance team visit. The preliminary assessments on lifelines aspects made in the NZNSEE reconnaissance team report are developed further. Lessons and recommendations for New Zealand are presented.
In addition to lifelines aspects, observations are also made on the political decision-making process, subsequent economic trends and temporary housing and emergency management issues.
US-Japan workshop on geotechnical aspects of recent earthquakes
Authors: McManus K. J. 
Published: January 2020

The US-Japan Workshop on Geotechnical Aspects of Recent Earthquakes was held at the Kansai Kenshu Centre, Osaka, Japan on 22-24 January 1996. The objectives of the workshop were to summarise lessons learned from the Lorna Prieta, Northridge, and Kobe earthquakes, to identify ongoing research needs, to summarise available data, and to identify areas of possible co-operation for future research.
The society was invited to send a representative from New Zealand with observer status provided that person present a report summarising current and ongoing research on geotechnical earthquake engineering within New Zealand. The author was selected to be the New Zealand observer and the summary report accompanies this article.
Thirty two participants attended from the US and thirty from Japan including most of the well known, active researchers from the two countries. A complete list of participants is given in Appendix A.
The draft workshop report, with contributions from many of the participants, is summarised below. A full copy of the report is held by the author.
The city of Los Angeles experience during the 1994 Northridge earthquake
Authors: Quadri N. Delli 
Published: January 2020

A successful disaster response depends greatly on how well and how quickly resources can be mobilized and allocated. To do this effectively, there must be a system in place that can collect, prepare and send the resources; and a system at the other end that can effectively receive and deploy them.
The information gained from the Northridge Earthquake and the lesson learned by the City of Los Angeles and its surrounding areas can be of great value to jurisdictions around the world in planning and preparing for future disaster and emergency situations.
Seismic design within architectural education
Authors: Charleson A. W. 
Published: January 2020

This paper discusses the teaching of earthquake resistant design within schools of architecture. It aims to stimulate discussion on more effective means of teaching the subject, and to suggest ideas and resources for schools whose seismic design curriculum might benefit from further development.
It is argued that seismic design issues should be included and integrated into architecture curricula. The case is based primarily on observations of building failures resulting from flawed architectural design decisions and subsequent critical reaction from within the architectural profession itself. However, another reason is that the large sizes and restrictive layouts of some seismic load resisting systems impact unavoidably upon architectural layouts.
The content, teaching methods and teaching staff qualities appropriate for a seismic design curriculum are discussed in a case study from the School of Architecture, Victoria University of Wellington. Two key aspects of perceived success are the course's relevance to architectural design and the variety of presentation. Teaching methods, teaching aids and useful references are provided.
The evaluation of the courses considered in the case study is discussed, and postgraduate and post-graduation seismic education in New Zealand is reviewed.
Lifelines engineering
Authors: Brunsdon David R. 
Published: January 2020

Significant developments have occurred in the field of lifelines engineering over the past decade both in New Zealand and internationally. In New Zealand, this period encompassed both the beginnings of lifelines engineering and its development into being an established discipline of earthquake engineering.
This paper charts the progress of lifelines engineering during this time, outlines the key achievements and critical success factors and discusses current needs and future developments.
Post-earthquake building safety  evaluation procedures
Authors: Editor  
Published: January 2020

The primary aim of this document is to provide Territorial Authorities with an outline response plan so that safety evaluations of damaged buildings can be activated efficiently and effectively following a major earthquake (or any other disaster which affects buildings). Services such as drainage, water supply and roading are not included within the scope of this document.
Territorial Authorities have the responsibility for providing the planning framework, within which a range of professional groups can operate. These include structural and civil engineers, building inspectors, and loss adjusters.
It is intended that these Building Safety Evaluation Procedures will be adopted by all New Zealand Territorial Authorities to avoid the need for each to formulate their own.
National acceptance of these procedures will also mean that only one set of forms, placards, information management systems, training resources etc. need be prepared. A common standard also makes the use of external inspection resources more practicable.
This document confines its scope to Territorial Authority planning for building damage assessment during the emergency phase of a disaster. Further plans for activities arising in the restoration phase are also required. They include:

definition of structural standards for the repair of damaged buildings
streamlined procedures for building consents
streamlined procedures for resource consents, including debris disposal and land use
transfer of information to insurance firms
Natural disaster
Authors: Gregory Geoff 
Published: January 2020

The theme of the seminar, panel discussion and open forum, organised by the EQC and the Insurance Council, was Natural Disaster: Finding, managing, and sharing people and information. Emphasis was placed on the recovery and reconstruction phases, beginning about 10 days after the disaster occurred. To provide a focus for discussion, the scenario chosen was the Great Wellington Earthquake, for which fairly detailed modelling has been done, most notably for the Wellington after the Quake Conference, 1995. (1) The seminar was, in fact, a follow-up to that conference, at which various recommendations for action had been made, such as:

raising public awareness o f the recovery aspects of disasters;
planning for rebuilding, restoration, or relocation in advance of the disaster occurring so that the stress of immediacy and its effects on decision making are reduced;
ensuring that homeowners, the insurance and building industries, and owners of businesses and buildings have procedures in place to improve the effectiveness of efforts to restore normalcy to disaster-affected areas.(2)

The seminar was attended by about 100 participants, representing the insurance industry, territorial local authorities, emergency management/civil defence organisations (both local and central), the building industry, the engineering industry and professional engineering societies, and research organisations.
The seismic behaviour of small reinforced concrete beam-column knee joints
Authors: Megget Leslie M. 
Published: January 2020

The majority of research into beam-column knee joints has been conducted with monotonic loading. Many of these joints failed to reach their member moment capacity, especially under opening moments, while a few cyclic knee joint tests have been completed in the United States this decade. This paper describes the cyclic testing of 8 small knee joints designed to the 1995 New Zealand Concrete Standard. In addition two joints designed and detailed to the 1965 N.Z. Concrete Code were also tested. Joints with U-bar anchorages performed better than joints with standard 90 degree hook details on beam and column bars. The current Concrete Standard (NZS3101:1995) designs usually attained their nominal moment capacity in both directions up to and including ductility 4 displacements, but subsequently strengths fell off at higher ductilities. Joints with extra diagonal bars across the inner comer were able to sustain their nominal member strengths to higher ductility levels, especially under opening moments. A maximum horizontal joint shear stress of 0.12 f’c, for knee joints, in ductile frame buildings is recommended, where this limit is 60% of the current NZS3101:1995 Standard recommendation. An approximate 25% degradation of the joint shear stress occurred as displacement ductility factors increased from 1 to 8. The 1960's designed joints behaved poorly, as expected, with joint shear and anchorage failures occurring, in both moment directions, at strength levels below the beam's nominal strength. A maximum joint shear stress of only 0.072 f’c was reached and this fell to about a third of that stress between displacement ductility factors of 1 and 4 under closing moments.
Counting the cost
Authors: Gregory Geoff 
Published: January 2020

The Wellington after the Quake conference, organised by the Earthquake Commission in Wellington in March 1995, sought to answer some of the questions faced by all concerned with the recovery and restoration phases of a major earthquake in a nationally significant city. The papers, which were by a range of international authorities, and the discussions were published later that year, and some copies of the volume are still available from the Earthquake Commission.
Then, in November 1996, the Earthquake Commission and the Insurance Council of New Zealand jointly sponsored a seminar on Natural Hazards: Finding, managing and sharing people and information, and a summary booklet was prepared as a record for those who attended and to inform those who were unable to attend.
This seminar, Counting the Cost: The economic effects of a major earthquake, was again sponsored jointly by the Earthquake Commission and the Insurance Council of New Zealand, with the intention of looking more closely at the economic effects of a major earthquake. It attracted about 200 participants, most coming from the insurance and banking industries, fund and risk managers, and economists in a range of organisations, although there were also representatives from emergency management and civil defence organisations, local and regional councils, and earthquake engineers.
This report on the information presented in the papers and discussions has been prepared to highlight the main conclusions and themes raised, for both the attendees and a wider audience who were unable to be present.
The 1934 Pahiatua earthquake sequence
Authors: Downes Gaye , Dowrick David , Smith Euan , Berryman Kelvin 
Published: January 2020

Descriptive accounts and analysis of local seismograms establish that the epicentre of the 1934 March 5 Ms7.6 earthquake, known as the Pahiatua earthquake, was nearer to Pongaroa than to Pahiatua. Conspicuous and severe damage (MM8) in the business centre of Pahiatua in the northern Wairarapa led early seismologists to name the earthquake after the town, but it has now been found that the highest intensities (MM9) occurred about 40 km to the east and southeast of Pahiatua, between Pongaroa and Bideford. Uncertainties in the location of the epicentre that have existed for sixty years are now resolved with the epicentre determined in this study lying midway between those calculated in the 1930's by Hayes and Bullen.
Damage and intensity summaries and a new isoseismal map, derived from extensive newspaper reports and from 1934 Dominion Observatory "felt reports", replace previous descriptions and isoseismal maps. A stable solution for the epicentre of the mainshock has been obtained by analysing phase arrivals read from surviving seismograms of the rather small and poorly equipped 1934 New Zealand network of twelve stations (two privately owned). The addition of some teleseismic P arrivals to this solution shifts the location of the epicentre by less than 10 km. It lies within, and to the northern end of, the MM9 isoseismal zone. Using local instrumental data larger aftershocks and other moderate magnitude earthquakes that occurred within 10 days and 50 km of the mainshock have also been located. Approximate locations of other associated moderate magnitude earthquakes until October 1934 have been identified by their maximum intensity and S-P intervals read from the Wellington Wood-Anderson seismograph records. The distribution of S-P intervals of aftershocks (magnitudes M > 3.5) within 24 hours of the mainshock is used to delineate the probable mainshock rupture zone.
Neither contemporary sources nor recent inquiries directed to old residents yield historical evidence of a surface fault rupture. Nevertheless, the strike-slip mechanism at 20 km depth determined by preliminary teleseismic body wave modelling of Doser and Webb suggests that rupture could have extended to the surface. Recent investigation of two of the freshest-looking, active faults that lie within the MM9 isoseismal by Schermer and others indicates that one of them could have ruptured in the 1934 Pahiatua earthquake.
A report on the Relief Organisation in Hastings arising out of the [Magnitude 7.8] earthquake in Hawke's Bay [New Zealand] on February 3, 1931
Authors: Scott Edwin F. , Dowrick D. J. 
Published: January 2020

At the time of the 1931 Hawke's Bay earthquake, 33 years old Edwin (Ted) Scott was employed as a civil engineer by the Christchurch Drainage Board. He was also a member of the Christchurch metropolitan emergency committee. In those two capacities he was sent to observe and report on the restoration of services in Hastings, where his father happened to be the municipal Electrical Engineer. He completed this report back in Christchurch, dated 24 April 1931. He later became Chief Engineer of the Christchurch Drainage Board.
The report is very well written giving detailed information on the immediate emergency response period in one of the worst affected towns, Hastings, where the intensity was Modified Mercalli X. This report is complementary to the overview paper on damage and intensities in the Hawke's Bay earthquake by Dowrick [1]. Scott's report contains much that is of value in planning response to future Civil Defence emergencies in New Zealand and elsewhere.
The report discusses the scale of the emergency in Hastings, the setting up of committees, dealing with the dead and injured, the roles of the Police, essential services (including lifelines), food supplies, and the work of the Citizens' Committee which steered and co-ordinated all of the emergency work on behalf of the community.
Apart from omitting the detail of some forms and certificates developed in the emergency. Scott's report is reproduced here in full. The few editorial additions and amendments, made for clarity, are given in square brackets.
Passive control of structures for seismic loads
Authors: Buckle Ian G. 
Published: January 2020

The control of structures to improve their performance during earthquakes was first proposed more than a century ago. But it has only been in the last 25 years that structures have been successfully designed and built using earthquake protective systems. Today these systems range from simple passive devices to fully active systems. This paper focuses on passive control and reviews recent developments in the state-of-the-art.
Passive systems include tuned mass dampers, seismic (base) isolation systems, mechanical energy dissipators, and the like. Major developments in the theory, hardware, design, specification, and installation of these systems have permitted significant applications to buildings, bridges, and industrial plant. Applications are now found in almost all of the seismically active countries of the world, but principally in Italy, Japan, New Zealand and the United States. Noteworthy advantages have been demonstrated when retrofitting existing structures, and designing high-performance structures such as hospitals, emergency response facilities, defense installations, and critical bridges. Field experience in recent earthquakes has confirmed these expectations.
There are however limitations to the use of passive systems and these deserve further study and research. They include the uncertainty of response in the near field of an active fault, the non- optimal behavior of passive systems for both small and large earthquakes, and a lack of certainty about the ultimate limit states in unexpectedly large events. As a consequence, in some jurisdictions, code provisions for passive systems are more onerous than for conventional construction, which is a strong disincentive to their use. The limited availability of design guidance in text books, code commentaries, and other design aids are further impediments to the wider use of these systems.
Performance based seismic design
Authors: Priestley M. J. N. 
Published: January 2020

One of the major developments in seismic design over the past 10 years has been increased emphasis on limit states design, now generally termed Performance Based Engineering. Three techniques - the capacity spectrum approach, the N2 method and direct displacement-based design have now matured to the stage where seismic assessment of existing structures, or design of new structures can be carried out to ensure that particular deformation-based criteria are met.
The paper will outline and compare the three methods, and discuss them in the context of traditional force-based seismic design and earlier design approaches which contained some elements of performance based design. Factors defining different performance states will be discussed, including the need, not yet achieved, to include residual displacement as a key performance limit. Some emphasis will be placed on soil-related problems, and the incorporation of soil/structure interaction into performance-based design. It will be shown that this is relatively straightforward and results in consistent design solutions not readily available with force-based designs using force-reduction factors.
Active, semi-active and hybrid control of structures
Authors: Soong T.T. , Spencer B.F. 
Published: January 2020

In recent years, considerable attention has been paid to research and development of passive and active structural control devices, with particular emphasis on alleviation of wind and seismic response of buildings and bridges. In both areas, serious efforts have been undertaken to develop the structural control concept into a workable technology, and today we have many such devices installed in a wide variety of structures.
The focus of this state-of-the-art paper is on active, semi-active and hybrid structural control with seismic applications. These systems employ controllable force devices integrated with sensors, controllers and real-time information processing. This paper includes a brief historical outline of their development and an assessment of the state-of-the-art and state-of-the-practice of this exciting, and still evolving, technology. Also included in the discussion are their advantages and limitations in the context of seismic design and retrofit of civil engineering structures.