Estimating co-seismic subsidence in the Hutt Valley resulting from rupture of the Wellington Fault, New Zealand

2016 ◽  
Vol 49 (3) ◽  
pp. 283-291
Author(s):  
Dougal B. Townsend ◽  
John G. Begg ◽  
Russ J. Van Dissen ◽  
David A. Rhoades ◽  
Wendy S. A. Saunders ◽  
...  
Keyword(s):  
New Zealand ◽  
Sea Level ◽  
Ground Deformation ◽  
Mitigation Strategies ◽  
Societal Implications ◽  
Vertical Deformation ◽  
Ground Shaking ◽  
Mean Values ◽  
Permanent Ground Deformation ◽  
Strong Ground

Ground deformation can contribute significantly to losses in major earthquakes. Areas that suffer permanent ground deformation in addition to strong ground shaking typically sustain greater levels of damage and loss than areas suffering strong ground-shaking alone. The lower Hutt Valley of the Wellington region, New Zealand, is adjacent to the active Wellington Fault. The long-term signal of vertical deformation there is subsidence, and the most likely driver of this is rupture of the Wellington Fault. In 1855 the Mw ~8.2 Wairarapa Earthquake resulted in uplift of the lower Hutt Valley area and created an expectation that future earthquakes would do the same. However, sediments beneath the lower Hutt Valley floor up to c. 220 thousand years old provide data that when combined with the international sea level curve demonstrate cumulative net subsidence of up to c. 155 m during that period. Recent refinement of rupture parameters for the Wellington Fault (and other faults in the region), based on new field data, has spurred us to reassess estimates of vertical deformation in the Hutt Valley that would result from rupture of the Wellington Fault. Using a logic tree framework, we calculate subsidence for an “average” Wellington Fault event of ~1.9 m near Petone, ~1.7m near Lower Hutt City, ~1.4 m near Seaview, and ~0 m in the Taita area. Such a distribution of vertical deformation would result in large areas of Alicetown-Petone and Moera-Seaview subsiding below sea level. We also calculate and present “minimum” and “maximum” credible subsidence values, which are approximately half and twice the mean values, respectively. This ground deformation hazard certainly has societal implications, and we are working with local and regional councils to develop a range of mitigation strategies.

Adapting Hazus for seismic risk assessment in Canada

2014 ◽  
Vol 51 (2) ◽  
pp. 217-222 ◽  
Author(s):  
Miroslav Nastev
Keyword(s):  
Natural Hazards ◽  
Structural Damage ◽  
Best Practice ◽  
Ground Deformation ◽  
Physical Damage ◽  
Ground Shaking ◽  
Emergency Managers ◽  
Damage States ◽  
Earthquake Model ◽  
Permanent Ground Deformation

Although earthquakes have been recognised as major natural hazards with the potential to cause loss of life, property damage, and social and economic disruption in Canada, most risk and emergency managers still lack the necessary tools and guidance to adequately undertake rigorous risk assessments. Recently, Natural Resources Canada (NRCan) has adopted Hazus, a standardized best-practice methodology developed by the US Federal Emergency Management Agency (FEMA) for estimating potential losses from common natural hazards, such as earthquakes, floods, and hurricanes. Hazus combines science, engineering knowledge, and mathematical modelling with geographic information systems technology to estimate physical damage and economic and social losses. Besides the ground shaking, the earthquake model considers landslide, liquefaction, and fault rupture susceptibilities. Depending on the severity of the resulting transient ground motion and permanent ground deformation, five potential damage states (none, slight, moderate, extensive, complete) are employed to estimate the amount of structural damage and consequent economic and social losses. This note reports some of the typical features of the recently adapted Hazus earthquake model, with an emphasis on the considerations of earthquake-induced hazards, and overviews the ongoing activities and potential challenges in implementing this model in Canada.

Towards Robust Fragility Relations for Buried Segmented Pipe in Ground Strain Areas

2015 ◽  
Vol 31 (3) ◽  
pp. 1839-1858 ◽  
Author(s):  
Michael O'Rourke ◽  
Evgueni Filipov ◽  
Eren Uçkan
Keyword(s):  
Wave Propagation ◽  
Linear Function ◽  
Ground Deformation ◽  
Unit Length ◽  
Ground Movement ◽  
Seismic Fragility ◽  
Ground Shaking ◽  
Permanent Ground Deformation

Seismic fragility relations of buried segmented pipelines are currently defined in terms of pipe repairs per unit length as a function of some measure of ground shaking or ground movement. In some current relations, both wave propagation (WP) and permanent ground deformation (PGD) damage are addressed by combining the hazard into a measure of ground strain. One troubling aspect of these fragility relations is that each new event seems to provide new data that in some cases, are significantly different from existing relations. Herein, we investigate the robustness of these expressions by using new data from the 1999 M = 7.4 Turkey earthquake. A methodology is presented to calculate ground strains, by considering relative PGD along the axis of the pipeline. Results indicate that, for the strain/damage range of interest, a linear function (on a log-log scale) provides a relatively robust fragility relation for buried segmented pipes.

scholarly journals Impacts of surface fault rupture on residential structures during the 2016 Mw 7.8 Kaikōura earthquake, New Zealand

2019 ◽  
Vol 52 (1) ◽  
pp. 1-22 ◽  
Author(s):  
Russ J. Van Dissen ◽  
Timothy Stahl ◽  
Andrew King ◽  
Jarg R. Pettinga ◽  
Clark Fenton ◽  
...  
Keyword(s):  
Slope Failure ◽  
Ground Deformation ◽  
Local Strain ◽  
Fault Rupture ◽  
Surface Rupture ◽  
Ground Shaking ◽  
Lateral Offset ◽  
Permanent Ground Deformation ◽  
Fault Displacement ◽  
Kaikoura Earthquake

Areas that experience permanent ground deformation in earthquakes (e.g., surface fault rupture, slope failure, and/or liquefaction) typically sustain greater damage and loss compared to areas that experience strong ground shaking alone. The 2016 Mw 7.8 Kaikōura earthquake generated ≥220 km of surface fault rupture. The amount and style of surface rupture deformation varied considerably, ranging from centimetre-scale distributed folding to metre-scale discrete rupture. About a dozen buildings – mainly residential (or residential-type) structures comprising single-storey timber-framed houses, barns and wool sheds with lightweight roofing material – were directly impacted by surface fault rupture with the severity of damage correlating with both local discrete fault displacement and local strain. However, none of these buildings collapsed. This included a house built directly atop a discrete rupture that experienced ~10 m of lateral offset. The foundation and flooring system of this structure allowed decoupling of much of the ground deformation from the superstructure thus preventing collapse. Nevertheless, buildings directly impacted by surface faulting suffered greater damage than comparable structures immediately outside the zone of surface rupture deformation. From a life-safety standpoint, all these buildings performed satisfactorily and provide insight into construction styles that could be employed to facilitate non-collapse performance resulting from surface fault rupture and, in certain instances, even post-event functionality.

Effects of Earthquake Faulting on Civil Engineering Structures

2018 ◽  
Vol 12 (04) ◽  
pp. 1841007
Author(s):  
Ömer Aydan ◽  
Nasir Zia Nasiry ◽  
Yoshimi Ohta ◽  
Reşat Ulusay
Keyword(s):  
Ground Deformation ◽  
Permanent Deformation ◽  
Engineering Structures ◽  
Ground Shaking ◽  
Thrust Faulting ◽  
Earthquake Faulting ◽  
Surface Ruptures ◽  
Motion Characteristics ◽  
Permanent Ground Deformation ◽  
Model Structures

Ground motion characteristics, deformation and surface breaks of earthquakes depend upon the causative faults. Their effects on the seismic design of engineering structures are almost not considered in the present codes of design although there are attempts to include in some countries (i.e. USA, Japan, Taiwan, and Turkey). In this study, the authors first describe ground motions, crustal deformation and surface break observations caused by earthquakes having different faulting mechanism. Then some laboratory experiments were carried out to simulate the motions during normal and thrust faulting and their effects on model structures. And then, the effects of surface ruptures and deformations due to earthquake faulting on the response and stability engineering structures through observations in recent great earthquakes are presented. Finally, some recommendations for the design of structures with the consideration of permanent ground deformation in addition to ground shaking, which may be used in the development of seismic codes incorporating the effect of permanent deformation on structures, are proposed.

Damage to Civil Engineering Structures with an Emphasis on Rock Slope Failures and Tunnel Damage Induced by the 2008 Wenchuan Earthquake

2009 ◽  
Vol 4 (2) ◽  
pp. 153-164 ◽  
Author(s):  
Ö. Aydan ◽  
◽  
M. Hamada ◽  
J. Itoh ◽  
K. Okubo ◽  
...  
Keyword(s):  
Civil Engineering ◽  
Ground Deformation ◽  
Mitigation Measures ◽  
Cut Slope ◽  
Slope Failures ◽  
Engineering Structures ◽  
2008 Wenchuan Earthquake ◽  
Civil Engineering Structures ◽  
Permanent Ground Deformation ◽  
Strong Ground

The Great Wenchuan (Sichuan) Earthquake of 2008 occurred in Wenchuan County, Sichuan Province, China, extensively damaging buildings and infrastructures, caused natural and cut slope failures, and over 85,000 people lost their lives. We present an overview of the damage to civil engineering structures, emphasizing slope failures and tunnel damage. Damage to civil engineering structures was due mainly to high strong ground motion and permanent ground deformation resulting from the earthquake fault’s diluted deformation front. After discussing damage to bridges and viaducts, we classify slope failures, landslides, and possible causative mechanisms. We then introduce slope-rehabilitation measures. And then damage to tunnels, which are generally resistant to earthquakes, are explained together with mitigation measures.

scholarly journals Damage ratios for houses and microzoning effects in Napier in the magnitude 7.8 Hawke's Bay, New Zealand earthquake of 1931

1995 ◽  
Vol 28 (2) ◽  
pp. 134-145 ◽  
Author(s):  
D. J. Dowrick ◽  
D. A. Rhoades ◽  
J. Babor ◽  
R. D. Beetham
Keyword(s):  
New Zealand ◽  
Strong Earthquake ◽  
Large Data ◽  
Statistical Distributions ◽  
Ground Shaking ◽  
Mean Values ◽  
Earthquake Design ◽  
Ground Damage ◽  
First Time ◽  
The Town

This paper describes the analysis of a large data base of actual costs of damage to houses in Napier in the magnitude Ms = 7.8 Hawke's Bay earthquake of 1931. This event occurred prior to the introduction of any earthquake design regulations in New Zealand. The town of Napier was sited over the source of this large shallow event, and therefore it may be presumed that it was subjected to about the strongest shaking likely to occur in an earthquake. Mean values and statistical distributions of damage ratios have been estimated for houses built on rock, on firm beach deposits, and on soft recent alluvium. This is the first time world-wide that a fully representative quantification of damage has been made for a zone of such strong earthquake shaking, for any class of construction, with or without quantification of microzoning effects. This study examines the damage to housing due to ground shaking and ground damage, and excludes the effects of earthquake-induced fires.

scholarly journals Evaluation of seismic design parameters for the museum of New Zealand site

1995 ◽  
Vol 28 (2) ◽  
pp. 118-133 ◽  
Author(s):  
J. H. Wood ◽  
G. R. Martin
Keyword(s):  
New Zealand ◽  
Seismic Design ◽  
Response Spectra ◽  
Lateral Spreading ◽  
Design Parameters ◽  
Acceleration Response ◽  
Ground Shaking ◽  
Acceleration Response Spectra ◽  
Time Histories ◽  
Strong Ground

Investigations carried out to evaluate the seismic design parameters, including acceleration response spectra and time-histories, for the design of the Museum of New Zealand, Te Papa Tongarewa, on the Wellington waterfront are described. The procedures used to assess the site stability under strong ground shaking and to determine the maximum likely lateral spreading and settlements are also summarised.

Failure Analysis Of Buried Gas Pipelines Crossing Seismic Faults

2020 ◽  
Vol 3 (2) ◽  
pp. 781-790
Author(s):  
M. Rizwan Akram ◽  
Ali Yesilyurt ◽  
A.Can. Zulfikar ◽  
F. Göktepe
Keyword(s):  
Ground Deformation ◽  
Warning System ◽  
Strike Slip ◽  
Gas Pipelines ◽  
Steel Pipes ◽  
Seismic Fault ◽  
Fault Parameters ◽  
Dip Angle ◽  
Permanent Ground Deformation ◽  
Recent Earthquakes

Research on buried gas pipelines (BGPs) has taken an important consideration due to their failures in recent earthquakes. In permanent ground deformation (PGD) hazards, seismic faults are considered as one of the major causes of BGPs failure due to accumulation of impermissible tensile strains. In current research, four steel pipes such as X-42, X-52, X-60, and X-70 grades crossing through strike-slip, normal and reverse seismic faults have been investigated. Firstly, failure of BGPs due to change in soil-pipe parameters have been analyzed. Later, effects of seismic fault parameters such as change in dip angle and angle between pipe and fault plane are evaluated. Additionally, effects due to changing pipe class levels are also examined. The results of current study reveal that BGPs can resist until earthquake moment magnitude of 7.0 but fails above this limit under the assumed geotechnical properties of current study. In addition, strike-slip fault can trigger early damage in BGPs than normal and reverse faults. In the last stage, an early warning system is proposed based on the current procedure. 

System Justification or Social Dominance? A Multilevel Test of the Ideological Motivators of Perceived Discrimination

2021 ◽  
pp. 014616722110360
Author(s):  
Joaquín Bahamondes ◽  
Chris G. Sibley ◽  
Danny Osborne
Keyword(s):  
New Zealand ◽  
Social Dominance ◽  
Perceived Discrimination ◽  
Social Dominance Orientation ◽  
System Justification ◽  
Societal Implications ◽  
Reverse Discrimination ◽  
High Status ◽  
Majority Group ◽  
Group Members

Although system-justifying beliefs often mitigate perceptions of discrimination, status-based asymmetries in the ideological motivators of perceived discrimination are unknown. Because the content and societal implications of discrimination claims are status-dependant, social dominance orientation (SDO) should motivate perceptions of (reverse) discrimination among members of high-status groups, whereas system justification should motivate the minimization of perceived discrimination among the disadvantaged. We tested these hypotheses using multilevel regressions among a nationwide random sample of New Zealand Europeans ( n = 29,169) and ethnic minorities ( n = 5,118). As hypothesized, group-based dominance correlated positively with perceived (reverse) discrimination among ethnic-majority group members, whereas system justification correlated negatively with perceived discrimination among the disadvantaged. Furthermore, the proportion of minorities within the region strengthened the victimizing effects of SDO-Dominance, but not SDO-Egalitarianism, among the advantaged. Together, these results reveal status-based asymmetries in the motives underlying perceptions of discrimination and identify a key contextual moderator of this association.

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