bluuebunny/crossref_metadata_2025_split huggingface dataset:
Seismic pounding of a case of adjacent multiple-storey buildings of differing total heights considering soil flexibility effects
Authors: Rahman A. M. , Carr A. J. , Moss P. J. 
Published: January 2020

Collisions between adjacent structures due to insufficient separation gaps have been witnessed in almost every major earthquake since the 1960's. Although many analytical, numerical and experimental studies have been conducted into the pounding phenomenon, the number of those which take into account the effects of the underlying soil mass on the dynamic response of the colliding structures are almost negligible. The present study incorporates the effects of soil flexibility on the inelastic dynamic response of a particular case of adjacent 12- and 6-storey reinforced concrete moment-resisting frames. The time- history response of this system (linear soil behaviour and nonlinear structural response) subjected to actual earthquake records is evaluated by means of the structural analysis software RUAUMOKO developed at the University of Canterbury. A simple mass-spring-dashpot model is used to represent the frequency independent dynamic soil properties. Impacts at storey levels only are considered.
This study highlights serious inconsistencies in the assumptions of previous pounding studies, which neglect the effects of soil flexibility. Also, the pounding response of the adjacent structures is found to be highly sensitive to the characteristics and direction of the seismic excitation.
The 1942 Wairarapa, New Zealand, earthquakes
Authors: Downes G.L. , Dowrick D.J. , Van Dissen R.J. , Taber J.J. , Hancox G.T. , Smith E.G.C. 
Published: January 2020

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.
Seismic ratings for degrading structural systems
Authors: Deam Bruce. L. 
Published: January 2020

A new method has been proposed for rating the seismic resistance of degrading bracing elements used in buildings constructed to NZS 3604. Most of these bracing elements are formed from thin cladding panels nailed or screwed to light timber frames, but the rating method is also used for bracing elements constructed from other materials. A new analytical model was developed as part of this study to accurately model the load-displacement responses of these bracing elements. A continuous pseudo-dynamic test method was developed to assess the accuracy of the analytical model in the BRANZ structural laboratory. The analytical model accurately predicted the time-displacement responses of three, pseudo-dynamically tested, 5.4 m long, light timber framed wall specimens, providing confidence in its use.
The new rating method has shown that P21 rating procedure, used since 1979, was dangerously unconservative for the tested specimens. Factors that led to this discrepancy are briefly described. A simple modification to the current P21 rating procedure is proposed to re-rate specimens from existing test results, but this needs to be verified for a wider range of specimen responses than the three described herein.
Recent studies of historical earthquake-induced landsliding, ground damage, and MM intensity in New Zealand
Authors: Hancox G. T. , Perrin N. D. , Dellow G.D. 
Published: January 2020

A study of landsliding caused by 22 historical earthquakes in New Zealand was completed at the end of 1997. The main aims of that study were to: (a) study the nature and extent of landsliding and other ground damage (sand boils, subsidence and lateral spreading due to soil liquefaction) caused by historical earthquakes; (b) determine relationships between landslide distribution and earthquake magnitude, epicentre, isoseismals, faulting, geology and topography; and (c) establish improved environmental response criteria and ground classes for assigning MM intensities and seismic hazard assessments in New Zealand.
Relationships developed from the study indicate that the minimum magnitude for earthquake-induced landsliding (EIL) in N.Z. is about M 5, with significant landsliding occurring at M 6 or greater. The minimum MM intensity for landsliding is MM6, while the most common intensities for significant landsliding are MM7-8. The intensity threshold for soil liquefaction in New Zealand was found to be MM7 for sand boils, and MMS for lateral spreading, although such effects may also occur at one intensity level lower in highly susceptible materials. The minimum magnitude for liquefaction phenomena in N.Z. is about M 6, compared to M 5 overseas where highly susceptible soils are probably more widespread.
Revised environmental response criteria (landsliding, subsidence, liquefaction-induced sand boils and lateral spreading) have also been established for the New Zealand MM Intensity Scale, and provisional landslide susceptibility Ground Classes developed for assigning MM intensities in areas where there are few buildings. Other new data presented include recent earthquake studies (e.g., Murchison 1929), a preliminary landslide size/frequency distribution for earthquakes over the last 150 years, and a preliminary EIL Opportunity and hazard model for New Zealand. Implications for earthquake-induced landsliding for seismic hazard assessments in New Zealand are briefly discussed. Suggestions are also made for future EIL research, including further studies of historical earthquakes, and large prehistoric landslides in the central Southern Alps, northwest Nelson, and Fiordland, to help determine past and future earthquake activity and hazard from active faults in those regions.
A model for MM intensities near large earthquakes
Authors: Smith Warwick D. 
Published: January 2020

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.
A comparison of the seismic design requirements in the New Zealand Loadings Standard with other major design codes
Authors: Fenwick Richard , Lau David , Davidson Barry 
Published: January 2020

A series of ductile moment resisting reinforced concrete frames are sized to meet the minimum seismic provisions of the New Zealand Loadings Standard, NZS 4203-1992, the Draft NZ/Australian Loadings Standard, the Uniform Building Code, UBC-1997, the International Building code, IBC 2000 (1998 draft) and Eurocode 8 (1998 draft). The results of the analyses allow valid comparisons to be made between the different codes. It is shown that comparisons of individual clauses can be misleading due to the many interactions that occur between clauses.
Comparative analyses were made for the buildings described above located in both high and low seismic regions. It is shown that the strength and stiffness requirements for both the New Zealand Loadings Standard and the Draft Standard are low compared with the other codes of practice in the high seismic zone. It is recommended that the required design strengths in the Draft NZ/Australian Standard be increased.
Seismic retrofitting of low strength unreinforced masonry non-engineered school buildings
Authors: Bothara J. K. , Pandey B. , Guragain R. 
Published: January 2020

Schools in Nepal, both their buildings and its occupants face extreme risk from earthquakes because of highly vulnerable building stock and high occupancy in it. Further, schools house an entire generation and a community's future so these need special attention. Loss suffered by a community in collapse of a school is psychologically much greater than any other community building.
In 1988 the Udaypur earthquake, which measured 6.6 on the Richter scale, about 950 school buildings incurred damage of different degrees spanning between damage to collapse. A study completed by the Kathmandu Valley Earthquake Risk Management Project in 2000 AD, to explore the seismic vulnerability of school buildings and possible intervention options in Kathmandu Valley, showed a grim situation. This paper explores the methods that were implemented for strengthening existing low strength unreinforced masonry school buildings. A basic emphasis was placed on economic affordability, technical implementation and its adoptability by local craftsmen. The retrofitting design was based on identification of deficiencies, the most critical failure mechanisms, and simple calculations.
A 1983-1993-2003 state-of-the-art report on seismic analysis
Authors: Kelly T.E. 
Published: January 2020

A 2003 state-of-the-art report on seismic analysis for structural engineers would be similar to one that could have been produced in 1993 or 1983, and in fact not much different from 1973. Development of structural engineering analysis tools has not kept pace with the rapid improvement in computer hardware.
Our common analysis tools ignore either nonlinearity (response spectrum analysis), dynamic effects (pushover analysis), or both (equivalent static analysis) even though these effects are critical in evaluating the pe1formance of a structure under earthquake loads.
This paper examines the effects of nonlinearity and dynamic loads on the response of structures and illustrates cases where ignoring either of these leads to erroneous results. Given this need for nonlinear dynamic analysis, impediments to more widespread use are discussed and areas where more research information is required are identified.
The conclusion of this paper is that our profession needs to be more active in implementing software development, graduate training in analysis and the processing of research results to a format suited for analysis models. We have a wealth of research information providing detailed response of structural components but, by failing to convert this into detailed rules for nonlinear analysis, we are neglecting much of the value in this research.
Establishing the linkages between structural engineering and risk management
Authors: Brunsdon D.R. 
Published: January 2020

A structural engineering background provides an excellent platform for undertaking a wide range of risk management activities. One of the most valuable and unique skill elements is the ability to visualise damage impacts resulting from earthquake and other natural and man-made hazards.
This paper explores the linkages between structural engineering and risk management. The many activity strands of structural engineering are expressed in terms of the fundamental steps in the risk management process of risk context, risk identification, risk assessment, risk treatment and risk communication. It is concluded that the linkages between the disciplines are more direct than is often appreciated by many structural engineers.
The importance of professional engineers understanding the wider context of their activities is highlighted. This includes awareness of recent legislation beyond the customary building regulatory frameworks, with particular reference to the Civil Defence and Emergency Management Act 2002. One of the changes brought about by this Act is to place greater emphasis on the consequences of hazard events on infrastructure and communities. For engineers, this involves moving beyond identifying the impacts of an event into the area of addressing the community consequences.
Engineers play a key role in risk communication in a variety of different situations. The need for engineers to be proactive advocates to asset owners and operators for a more holistic approach to risk management is emphasised.
The prediction of building performance during earthquakes
Authors: Jury R.D. 
Published: January 2020

Procedures for the seismic design of new buildings to achieve a minimum acceptable performance are well established. However, it is concluded in this paper that the actual performance of structures will not be predicted with any certainty using the same procedures, given the uncertainties associated with the assumptions that must be made. Sole reliance on design procedures to predict performance is likely to lead to unnecessary conservatism and this must be taken into account when setting standards for design.
It is also concluded that there is currently insufficient data available in a suitable form to enable the correlation between analysis and actual performance to be assessed in any way other than by judgement.
The prediction of seismic performance remains very much an art.
Base isolation of an existing 10-storey building to enhance earthquake resistance
Authors: Clark W.D. , Mason J.E. 
Published: January 2020

The Rankine Brown Building at Victoria University of Wellington, New Zealand houses the University Library and is pivotal to the operation of the University. Built in the early 1960s, the building was of innovative form and construction for its time, with long span precast concrete waffle slabs over 10 floors supported on 16 main columns. Three years ago a review of the building structure suggested that increased protection of the building would be required to meet the University's expectation for operational continuity after a moderate or major earthquake event in the Wellington area. This paper outlines:
Probable areas of structural yielding in a major earthquake event.
Structural analysis for base isolation using earthquake time history records.
Details of base isolation bearings.
Installation of the base isolation bearings.
Other structural details that allow movement of the superstructure to take place due to base isolation.
GIS-based emergency and evacuation planning for volcanic hazards in New Zealand
Authors: Cole J. W. , Sabel C. E. , Blumenthal E. , Finnis K. , Dantas A. , Barnard S. , Johnston D.M. 
Published: January 2020

Geographic Information Systems (GIS) provide a range of techniques which allow ready access to data, and the opportunity to overlay graphical location-based information for ease of interpretation. They can be used to solve complex planning and management problems. All phases of emergency management (reduction, readiness, response and recovery) can benefit from GIS, including applications related to transportation systems, a critical element in managing effective lifelines in an emergency. This is particularly true immediately before and during a volcanic eruption.
The potential for volcanic activity in New Zealand is high, with 10 volcanoes or volcanic centres (Auckland, Bay of Islands, Haroharo, Mayor Island, Ruapehu, Taranaki, Tarawera, Taupo, Tongariro (including Ngauruhoe) and White Island) recognised as active or potentially active. In addition there are many active and potentially active volcanoes along the Kermadec Island chain. There is a great deal of background information on all of these volcanoes, and GIS is currently being used for some aspects of monitoring (e.g. ERS and Envisat radar interferometry for observing deformation prior to eruptions). If an eruption is considered imminent, evacuation may be necessary, and hence transportation systems must be evaluated. Scenarios have been developed for many centres (e.g. Taranaki/Egmont and Bay of Plenty volcanoes), but so far the use of GIS in planning for evacuation is limited.
This paper looks at the use of GIS, indicates how it is being used in emergency management, and suggests how it can be used in evacuation planning.
Revised models for attenuation of Modified Mercalli intensity in New Zealand earthquakes
Authors: Dowrick D. J. , Rhoades D. A. 
Published: January 2020

This paper presents simple two-dimensional models for attenuation of Modified Mercalli intensity in New Zealand earthquakes, which improve upon the models published by the present authors in 1999. First, the models now ensure that the attenuation functions in the two orthogonal directions converge to the same value at zero source distance. Secondly, an improved fit has been achieved through a modification of the algebraic form of the log distance term in the attenuation function. An additional improvement is the completion of the attenuation model for Deep events (hc ⩾ 70 km) in the subducting Pacific plate, which was not fully dealt with in our previous paper. Intensity saturation effects are demonstrated. A comparison is made between our New Zealand model and one for the intraplate region of South China where the attenuation rate is considerably lower.
The 1904 Ms6.8 Mw7.0-7.2 Cape Turnagain, New Zealand, earthquake
Authors: Downes G. L. 
Published: January 2020

The 1904 August 09 NZT (August 08 UT) MS6.8 earthquake caused widespread structural and chimney damage from Napier to Wellington and was felt over a large part of New Zealand. Other than a brief paper in 1905, and determinations of its surface wave magnitude in the last 20 years, little has been done to better locate the earthquake or detail its effects.
Comprehensive data have now been obtained from searches of historical documents, including newspapers, private and government papers, as well as instrumental records. Interpretation of the intensity data shows that the earthquake was probably centred near Cape Turnagain at relatively shallow depth. The paucity of aftershocks suggests that the earthquake occurred either on the subduction interface, or in the lower seismicity band or upper mantle of the subducting Pacific Plate. The area encompassed by the higher intensity isoseismals suggests the earthquake had a magnitude greater than the calculated surface wave magnitude MS6.75 ± 0.14 — possibly as high as MW7.2. At this magnitude, the earthquake becomes a more significant event in New Zealand’s historical record, and certainly the largest earthquake suspected of rupturing the plate interface along the Hikurangi Margin.
A notable feature of the earthquake is the chimney and parapet damage caused in parts of Wellington Central Business District, approximately 170 km from the epicentre. Much of the city and inner suburbs experienced MM5-6, while MM6-7 occurred in several areas, mostly in those areas that are recognised as possibly susceptible to shaking enhancement, but also in several locations outside these areas.
The 1904 Cape Turnagain earthquake has several implications for seismic hazard dependent on whether it was intra-slab or on the plate interface. Of particular importance, are the questions whether the damage in Wellington is exceptional and could represent microzone, focussing or directivity effects; the goodness of fit of the intensity distribution to modelled isoseismals using published attenuation relations; the compatibility of the magnitude with the maximum magnitude/magnitude cut-offs used in this area in the New Zealand Probabilistic Seismic Hazard model; and finally, the possibility that the 1904 earthquake might characterise plate interface earthquakes in southern Hawke’s Bay.
Proposed macro-model for the analysis of infilled frame structures
Authors: Crisafulli Francisco J. , Carr Athol J. 
Published: January 2020

Reinforced concrete frames infilled with masonry panels constitute an important part of the high-risk structures in different regions of high seismicity. In some developing countries, they are still used as main structural system for low to medium rise buildings. Consequently, reliable methods to analyse infilled frames are required in order to reduce the loss of life and property associated with a possible structural failure.
The equivalent strut model, proposed in the 1960s, is a simple procedure to represent the effect of the masonry panel. Several improvements of the original model have been proposed, as a result of a better understanding of the behaviour of these structures and the development of computer software. This paper presents a new macro-model for the evaluation of the global response of the structure, which is based on a multi-strut formulation,. The model, implemented as 4-node panel element, accounts separately for the compressive and shear behaviour of masonry using a double truss mechanism and a shear spring in each direction. The principal premises in the development of the model are the rational consideration of the particular characteristics of masonry and the adequate representation of the hysteretic response. Furthermore, the model is able to represent different modes of failure in shear observed for masonry infills. The comparison of analytical results with experimental data showed that the proposed model, with a proper calibration, is able to represent adequately the in-plane response of infilled frames.