bluuebunny/crossref_metadata_2025 huggingface dataset:
Dot Symbol Auto-filling Method for Land-use Areas in Cartographic Representation
Authors: Yin Yong , Zhang Chengcheng
Published: July 2019

Abstract. Dot symbol filling is a key step in the visualization of land use areas data. The traditional method cannot adapt well to the shape features of complex areas, which leads to the unreasonable symbol arrangement in the inner region and boundary of areas during symbol filling. For this reason, a dot symbol auto-filling method for land-use areas considering shape features is proposed in this paper. Firstly, based on the constrained Delaunay triangulation, the internal structure of complex areas is branched and the paragraphs with the same width and narrowness features in the branch are extracted to realize the fine division of complex areas. Then, according to the geometric shape features of the segment, it is divided into three types, i.e., tile type, narrow type and point type, filled with three levels of symbols: point, line and plane respectively. Finally, the internal and external buffer constraints are set to process the symbols at the boundary of areas to optimize the filling effect of boundary symbols. Based on the national data of a region in Guizhou Province, the method in this paper is compared with the traditional symbol filling methods for validation. The experimental results show that the proposed method has better filling fullness for symbol filling of complex areas, and the symbols at the boundary fit areas contour without creating spatial conflicts such as cover, and the filling result can better reflect the shape features of the areas.
The definition of scale series for atlas maps depending on the density of mapped objects
Authors: Zagrebin Gleb I. , Krylov Sergey A.
Published: July 2019

Abstract. The definition of scale series i.e. the identification of groups of scales in which maps will be created is one of the important tasks of designing the mathematical basis of the atlas. Map scale calculation based on the map format and the size of the mapping area is the most common approach to calculating the scale of the being created atlas maps. This approach allows to take into account the margins and layout of maps on the page. But usually these parameters aren’t known even at the design stage of a new atlas. So it is also necessary to take into account the completeness and detail of the content of the atlas maps at the stages of designing the atlas and determining the scale series for small-scale maps. The authors propose to carry out the calculation of scale series for atlas maps depending on the density of the mapped objects and the graphical load associated with it. In this case, both the density of general geographical objects (for example, settlements) and the density of objects of a thematic content (for example, volcanoes and earthquake epicentres, industrial centres, etc.) can be taken into account. These factors are important when designing general geographic atlases and when creating atlases containing a large number of thematic maps respectively. The method to determine the scale series for atlas maps depending on the density of the mapped objects is developed by authors and presented in Figure 1.
Social climate of cities as a factor of economic growth (on the example of the city of Kerch)
Authors: Zaitsev A. B. , Lazareva I. V. , Melnikova G. L.
Published: July 2019

Abstract. One of the ways to solve the problem of improving economic theory is the development of methods of socio-economic analysis using urban planning theories and geoinformation technologies. The article considers one of such approaches on the example of the city of Kerch.
Improvements to Information Entropy for Raster Spatial Data: A Thermodynamic-based Evaluation
Authors: Zhang Hong , Gao Peichao , Li Zhilin
Published: July 2019

Abstract. Spatial information is fundamentally important to our daily life. It has been estimated by many scholars that almost 80 percent or more of all information in this world are spatially referenced and can be regarded as spatial information. Given such importance, a discipline called spatial information theory has been formed since the late 20th century. In addition, international conferences on spatial information have been frequently held. For example, COSIT (Conference on Spatial Information Theory) was established in 1993 and are held every two years all over the world.In spatial information theory, one fundamental question is how to measure the amount of information (i.e., information content) of a spatial dataset. A widely used method is to employ entropy, which is proposed by the American mathematician Claude Shannon in 1948 and usually referred to as Shannon entropy or information entropy. This information entropy was originally designed to measure the statistical information content of a telegraph message. However, a spatial dataset such as a map or a remote sensing image contains not only statistical information but also spatial information, which cannot be measured by using the information entropy.As a consequence, considerable efforts have been made to improve the information entropy for spatial datasets in either a vector format of a raster format. There are two basic lines of thought. The first is to improve the information entropy by defining how to calculate its probability parameters, and the other is to introduce new parameters into the formula of the information entropy. The former results in a number of improved information entropies, while the latter leads to a series of variants of the information entropy. Both seem to be capable of distinguishing different spatial datasets, but there is a lack of comprehensive evaluation of their performance in measuring spatial information.This study first presents a state-of-the-art review of the improvements to the information entropy for the information content of spatial datasets in a raster format (i.e., raster spatial data, such as a grey image and a digital elevation model). Then, it presents a comprehensive evaluation of the resultant measures (either improved information entropies or variants of the information entropy) according to the Second Law of Thermodynamics. A set of evaluation criteria were proposed, as well as corresponding measures. All resultant measures were ranked accordingly.The results reported in this study should be useful for entropic spatial data analysis. For example, in image fusion, a crucial question is how to evaluate the performance of a fusion algorithm. This evaluation is usually achieved by using the information entropy to measure the increase in the information content during the fusion. It can now be performed by the best-improved information entropy reported in this study.
The transition process of aerosol distribution state with spatio-temporal analysis based on MODIS product
Authors: Zhang Hong , Su Weiqing , Chen Li Long
Published: July 2019

Abstract. Atmospheric aerosol can have an impact on the climate through direct and indirect radiative forcing and cause air quality problems to harm human health [Charlson, R.J., et al. 1992]. Many scholars have made a lot of contributions to aerosol concentration analysis, but the analysis of chaotic aerosol concentration time series is always unable to perfectly solve the inherent randomness brought by complicated dynamic behaviors [Abarbanel, H.D.I, 1996]. This research has established the aggregation and dispersion states of aerosol optical thickness in fixed region and fixed time period by calculating spatial statistics of value-containing pixels in remote sensing images. And it has also analyzed the process of this state which is influenced by several meteorological factors. This kind of aggregation and dispersion is a conceptual method of spatial statistics in geography. The research compares the aerosol AOD value and its distribution area in the atmosphere from the signal frequency and utilizes the methods of nonlinear analysis and wavelet analysis to solve for its state transition characteristics at a regular point in time. Then the aerosol state transfer process is unfolded in space to analyze the interaction between the sequential meteorological factors and the aerosol state transfer process, as well as the comparison of the differences and similarities between the aerosol state transfer process in urban areas and non-urban areas. The research can not only provide theoretical foundation for pollution warning on the basis of long time series but also provide a new idea for analyzing the nonlinear dynamic process of the atmospheric system, which is the analysis of the change process of the chaotic system by spatial deploy at a specific time point.
Implementation of Pedestrian Path Navigation Algorithm Based on "We-Map" Platform
Authors: Zhang Jian , Yan Haowen
Published: July 2019

Abstract. In order to adapt to the information needs of the we media era, Haowen Yan and other scholars proposed a "grassroots" map for the civilian population – "We-Map". The mathematical foundations such as accuracy are not high, and the producers do not need to undergo strict professional training. Map users can participate in map production at any time, and can easily and quickly communicate and apply on personal electronic devices (such as computers and mobile phones). In the We-Map platform, it uses the Google Map SDK and XML technologies to implement the basic functions of the mobile platform-based We-Map application, including map editing (copy, rotate, zoom, pan, line drawing, coloring, etc.), path navigation, Real-time location, information query and We- Map storage, transmission and distribution. In this paper, we study and implement a landmark-based pedestrian path navigation algorithm, which is added to the We-Map platform for auxiliary navigation of pedestrian paths.
New Authentication Method for Vector Geographic Data Based on Perceptual Hash
Authors: Zhang LiMing , Zhang XinGang
Published: July 2019

Abstract. In the Internet era, vector data can conveniently be stored, distributed and disseminated. This make it convenience for people to use them, and also make it easier for people to edit or modify them, which can reduce the credibility of Geo-information. Traditionally, authentication is done by using a hash function to generate a digital signature for data authentication. However, this method is very sensitive for change even one bit and it is appropriate for accurate authentication such as text. For geographic data, it may experience lossy compression, filtering distortion, geometric transformation, noise pollution, etc. during transmission and application, but it is consistent with the original data perception. Therefore, the traditional cryptography authentication method is not applicable to the robust authentication of geographic data.Among various authentication techniques, perceptual hashing is a promising solution. Perceptual hashing is a type of unidirectional mapping of multimedia data sets to perceptual digest sets, that is, a multimedia digital representation with the same perceptual content is uniquely mapped into a piece of digital digest, and satisfies perceptual robustness and security. Since a perceptual hash value is a compact representation of the original content, it can be used for robust content authentication of vector geographic data. The advantage of perceptual hashing algorithms over traditional cryptographic hashing algorithms is that they can tolerate differences in quality and format. The same content is always mapped to the same hash value. This is very effective for robust authentication of geographic data.In this work, we focus on vector geographic data content authentication by perceptual hash algorithms. In the research of vector geographic data authentication, there are usually some authentication methods based on statistics, rough representation of images and extraction of mutation points based on wavelet transform. However, these methods are more or less sensitive to geometric transformation, poor anti-aggression, high complexity, and poor robustness. In order to avoid the shortcomings of traditional authentication algorithms, this paper proposes a vector geographic data authentication algorithm combining DCT and perceptual hashing. The algorithm has high robustness and security against attack, translation, rotation and two types of collusion attacks.
Technology research on Public welfare map adaptively and quickly producting
Authors: Zhu Xiuli , Zhao Yong , Liu Wanzeng , Wu Chenchen , Wang Zhongxiang
Published: July 2019

Abstract. Public welfare maps are thematic maps for macro-planning, emergency relief, decision-making and daily office work of government departments. Public welfare maps are used to serve the government.Public welfare maps are used to serve the government. In recent years, the state has become more and more demanding for the rapid guarantee service work of public welfare maps of surveying and mapping product. It shows that the demand for high-potential, high-quality geographic information high-efficiency and spiritual services is becoming more and more urgent. Therefore, research The rapid production technology of public welfare maps has also become an urgent requirement. In response to this demand, this paper studies the key issues of rapid map production, such as rapid positioning, projection and scale adaptation, layout and off-line adaptive self-adaptation, and its solutions.Firstly, this paper introduces the necessity of adaptive mapping, the model and algorithm of adaptive mapping. Then introduces projection and scale adaptation, layout and out-of-map integer adaptation. Finally, based on the above research results, a rapid producting system for public welfare maps is developed. We compile sample map and test performance using the system. The result show that the paper‘s methods can improve the efficiency of Public welfare map producting, and provide powerful technical support for quickly service.
Assessment of Occupational Safety Practices Among Medical Laboratory Staff in Governmental Hospitals in Riyadh, Saudi Arabia
Authors: Alshalani Abdulaziz J. , Salama Khaled F.
Published: July 2019

Background: workers in laboratories are faced with many occupational risks at work and their health and safety may be severely jeopardized if adequate preventive protective measures are not taken. Objectives: to assess the level of occupational safety practices among laboratory staff in governmental hospitals in Riyadh, Saudi Arabia. Method: It was a cross sectional descriptive study among 107 laboratory staff, and 28 labs. Data was collected by a self-administered validated structured questionnaire and observation checklist, which were developed, and validated by us using guidelines on universal work precautions and based on previous studies. Results: Overall, there was a positive knowledge of, and attitude towards, occupational safety practices among medical laboratory staff. Nationality and age group were the only two variables that were significantly correlated with occupational safety practices. Almost of the occupational safety practices subscales were followed in the assessed subscales, except for certain parameters including mainly personal protective equipment’s and electrical safety. Conclusion: Overall, a positive knowledge of, and attitude towards, occupational safety practices among medical laboratory staff was reported.
Multilayered and Flap Closure Technique for Pediatric Spinal Deformity Surgery
Authors: Garg Sumeet , Khechoyan David , Kim Eun Bi , French Brooke
Published: July 2019

Wound complications after pediatric spinal deformity surgery are a relatively common and challenging complication that results in emotional, physical, and monetary costs to the patients, families, and healthcare providers. The role of wound closure techniques for the prevention of wound complications is being increasingly explored. Interdisciplinary care by spinal surgeons and plastic surgeons has been recently found to decrease wound complication rates in patients with nonidiopathic scoliosis.
Smartphone Data Capture Efficiently Augments Dictation for Knee Arthroscopic Surgery
Authors: Featherall Joseph , Oak Sameer R. , Strnad Gregory J. , Farrow Lutul D. , Jones Morgan H. , Miniaci Anthony A. , Parker Richard D. , Rosneck James T. , Saluan Paul M. , Spindler Kurt P.
Published: July 2019

Introduction:

The objectives of this study are (1) to develop a provider-friendly, evidence-based data capture system for lower-limb orthopaedic surgeries and (2) to assess the performance of the data capture system on the dimensions of agreement with operative note and implant log, consistency of data, and speed of provider input.

Methods:

A multidisciplinary team developed a database and user interfaces for Android and iOS operating systems. Branching logic and discrete fields were created to streamline provider data input. One hundred patients were randomly selected from the first four months of data collection (February to June 2015). Patients were limited to those undergoing anterior cruciate ligament reconstruction, meniscal repair, partial meniscectomy, or a combination of these procedures. Duplicate data on these 100 patients were collected through chart review. These two data sets were compared. Cohen's kappa statistic was used to assess agreement.

Results:

The database and smartphone data capture tool show almost perfect agreement (kappa > 0.81) for all data tested. In addition, data are more comprehensive with near-perfect provider completion (100% for all data tested). Furthermore, provider data entry is extremely efficient (median 151-second completion time).

Conclusion:

A well-designed database and user-friendly interface have greater potential for research utility, clinical efficiency, and, thus, cost-effectiveness when compared with standard voice-dictated operative notes. Widespread utilization of such tools can accelerate the pace and improve the quality of orthopaedic clinical research.

Level of Evidence:

Level IV
Liquefaction effects and associated damages observed at the Wellington CentrePort from the 2016 Kaikoura earthquake
Authors: Cubrinovski Misko , Bray Jonathan D. , De La Torre Christopher , Olsen Michael J. , Bradley Brendon A. , Chiaro Gabriele , Stocks Emilia , Wotherspoon Liam
Published: July 2019

Widespread liquefaction occurred in the end-dumped gravelly fills and hydraulically-placed dredged sandy fill at the CentrePort of Wellington as a result of the 14 November 2016 Mw7.8 Kaikoura earthquake. This liquefaction resulted in substantial global (mass) settlement and lateral movement (spreading) of the fills towards the sea, which adversely affected wharf structures and buildings constructed on shallow and deep foundations. This paper presents key observations from the QuakeCoRE-GEER post-earthquake reconnaissance efforts at the CentrePort Wellington. The different materials and methods used to construct the reclaimed land at CentrePort influenced the patterns of observed liquefaction and its effects. Areas of gravel liquefaction at the port are especially important due to the limited number of these case histories in the literature. Liquefaction-induced ground deformations caused the wharves to displace laterally and damage their piles and offloading equipment. Lateral ground extension and differential settlement damaged buildings, whereas buildings in areas of uniform ground settlement without lateral extension performed significantly better.
Damage to concrete buildings with precast floors during the 2016 Kaikoura earthquake
Authors: Henry Richard S. , Dizhur Dmytro , Elwood Kenneth J. , Hare John , Brunsdon Dave
Published: July 2019

The 2016 Kaikoura earthquake resulted in shaking in excess of design level demands for buildings with periods of 1-2s at some locations in Wellington. This period range correlated to concrete moment frame buildings of 5-15 storeys, many of which had been built in Wellington since the early 1980s, and often with precast concrete floor units. The critical damage states used to assess buildings during the Wellington City Council Targeted Assessment Programme are described and examples of observed damage correlating to these damage states are presented. Varying degrees of beam hinging were observed, most of which are not expected to reduce the frame capacity significantly. Buildings exhibiting varying degrees of residual beam elongation were observed. Cases of significant beam elongation and associated support beam rotation resulted in damage to precast floor unit supports; in one case leading to loss of support for double-tee units. The deformation demands also resulted in damage to floor diaphragms, especially those with hollowcore floor units. Cracking in floor diaphragms was commonly concentrated in the corners of the building, but hollowcore damage was observed both at the corners and in other locations throughout several buildings. Transverse cracking of hollowcore floor units was identified as a particular concern. In some cases, transverse cracks occurred close to the support, as is consistent with previous research on hollowcore floor unit failure modes. However, transverse cracks were also observed further away from the support, which is more difficult to assess in terms of severity and residual capacity. Following the identification of typical damage, attention has shifted to assessment, repair, and retrofit strategies. Additional research may be required to determine the reduced capacity of cracked hollowcore floor units and verify commonly adopted repair and retrofit strategies.
Damage to non-structural elements in the 2016 Kaikōura earthquake
Authors: Baird Andrew , Ferner Helen
Published: July 2019

This paper describes the damage to non-structural elements in buildings following the 14th November 2016 Kaikōura earthquake. As has been observed in recent earthquakes in New Zealand and around the world, damage to non-structural elements is a major contributor to overall building damage. This paper focusses on damage to non-structural elements in multi-storey commercial buildings, in particular damage to the following: suspended ceilings, suspended services, glazing, precast panels, internal linings, seismic gaps and contents. The nature and extent of damage to each of these components is discussed in this paper with the help of typical damage photos taken after the earthquake. The paper also presents observations on the seismic performance of non-structural elements where seismic bracing was present. These observations suggest that seismic bracing is an effective means to improve seismic performance of non-structural elements.
Log house performance in the 2016 Kaikoura earthquake
Authors: Buchanan Andy , Moroder Daniel
Published: July 2019

This paper describes the performance of log houses in the 2016 Kaikoura earthquake. Most of these houses are in the Mt Lyford village 45 km south-east of Kaikoura.

Typical log houses at Mt Lyford were built using 200mm diameter machined logs. A smaller number of log houses were built with much larger hand-hewn logs of less regular shapes, in traditional log house construction. Most houses were constructed on a concrete slab incorporating the foundations. A small number, especially those on steep sites, had timber poles supporting a timber ground floor platform.

Most of the log houses suffered some lateral movement and subsequent damage. Very few of the houses were damaged beyond repair, and the overall performance was excellent considering the nature of the quake.

One house close to Waiau suffered extreme near-fault shaking, leading to extensive damage, but this is considered to be the result of exceptional ground movement rather than any deficiencies in the design or construction.
Impact of the Kaikōura earthquake on the electrical power system infrastructure
Authors: Liu Yang , Nair Nirmal-Kumar , Renton Andrew , Wilson Stuart
Published: July 2019

This paper summarizes the impact the 2016 Kaikōura earthquakes have had on electrical transmission and distribution infrastructure performance. It also provides background context to the distribution network operator’s (i.e. MainPower’s) prior earthquake preparedness following the 2010 earthquakes in the region.
Impacts of the 14th November 2016 Kaikōura earthquake on three waters systems in Wellington, Marlborough and Kaikōura, New Zealand
Authors: Hughes Matthew W. , Nayyerloo Mostafa , Bellagamba Xavier , Morris Jonathan , Brabhaharan Pathmanathan , Rooney Stephen , Hobbs Erica , Woolley Keith , Hutchison Steve
Published: July 2019

We present preliminary observations on three waters impacts from the Mw7.8 14th November 2016 Kaikōura Earthquake on wider metropolitan Wellington, urban and rural Marlborough, and in Kaikōura township. Three waters systems in these areas experienced widespread and significant transient ground deformation in response to seismic shaking, with localised permanent ground deformation via liquefaction and lateral spreading. In Wellington, potable water quality was impacted temporarily by increased turbidity, and significant water losses occurred due to damaged pipes at the port. The Seaview and Porirua wastewater treatment plants sustained damage to clarifier tanks from water seiching, and increased water infiltration to the wastewater system occurred. Most failure modes in urban Marlborough were similar to the 2010-2011 Canterbury Earthquake Sequence; however some rural water tanks experienced rotational and translational movements, highlighting importance of flexible pipe connections. In Kaikōura, damage to reservoirs and pipes led to loss of water supply and compromised firefighting capability. Wastewater damage led to environmental contamination, and necessitated restrictions on greywater entry into the system to minimise flows. Damage to these systems necessitated the importation of tankered and bottled water, boil water notices and chlorination of the system, and importation of portaloos and chemical toilets. Stormwater infrastructure such as road drainage channels was also damaged, which could compromise condition of underlying road materials. Good operational asset management practices (current and accurate information, renewals, appreciation of criticality, good system knowledge and practical contingency plans) helped improve system resilience, and having robust emergency management centres and accurate Geographic Information System data allowed effective response coordination. Minimal damage to the wider built environment facilitated system inspections. Note Future research will include detailed geospatial assessments of seismic demand on these systems and attendant modes of failure, levels of service restoration, and collaborative development of resilience measures.
Economic and social reconnaissance
Authors: Stevenson Joanne R. , Becker Julia , Cradock-Henry Nicholas , Johal Sarb , Johnston David , Orchiston Caroline , Seville Erica
Published: July 2019

This paper provides a near-term reconnaissance of the economic and social impacts of the November 14th, 2016 Kaikōura earthquakes and tsunami. The effect of this event on the national economy is relatively minimal. The main impacts at the national scale include short-term falls in tax revenues from the affected regions and the Government’s NZ$1 billion spending increase for reconstruction activities. Disruptions at the regional and industry-level are far more significant. Approximately 11 per cent of office space in the nation’s capital of Wellington was closed in the week following the event and cordons were erected around several city blocks due to safety concerns. Damage to transport infrastructure is having the most significant economic impact, both in terms of the direct cost of repair and the indirect impacts on businesses whose supply chains have been disrupted. The Kaikōura District’s two largest industries, tourism and primary production, lost important infrastructure and essential functions were hampered by transport disruptions. In the tourism industry, ongoing safety concerns and reduced amenities for tourists will reduce trade in the coming season. Primary production businesses face increased transportation and land remediation costs and the closure of fisheries while affected shellfish habitats recover. Communities in the districts most affected by the Kaikōura earthquakes experienced the loss of critical utility services, the loss of homes, and temporary isolation. The Kaikōura earthquake has starkly highlighted the vulnerability of key infrastructure and transportation routes to natural hazards. It is also a timely reminder of the need for New Zealand to be prepared and to continue efforts to build resilience.
Modified Mercalli intensities for the M7.8 Kaikōura (New Zealand) 14 November 2016 earthquake derived from ‘felt detailed’ and ‘felt rapid’ online questionnaires
Authors: Goded Tatiana , Horspool Nick , Canessa Silvia , Gerstenberger Matt
Published: July 2019

This paper describes the shaking intensity levels caused by the M7.8 Kaikōura earthquake of 14/11/2016 according to the information from the two current GeoNet online questionnaires, ‘Felt Detailed’ and ‘Felt RAPID’. A recently developed method to extract intensity levels at a community scale using ‘Felt Detailed’ data is used. These are compared with individual intensities from ‘Felt RAPID’ survey, instrumental intensities from two recent ground motion to intensity conversion equations, and traditional intensity assignments. While maximum Modified Mercalli instrumental, traditional, ‘Felt RAPID’ and individual ‘Felt Detailed’ intensities go up to 8, community intensities using ‘Felt Detailed’ mostly only go up to 5, with only four communities with MM 6-7. Reasons for this discrepancy include a) lack of data around the epicentre; b) few reports from this event compared to other smaller recent earthquakes; and c) lack of public awareness of ‘Felt Detailed” surveys, released shortly after the earthquake. In addition, only 47% of reports were used to calculate community intensities, based on a minimum requirement for robust calculation of 5 reports. Although ‘Felt RAPID’ provided a much larger number of reports (more than 15,000) for this earthquake compared to ‘Felt Detailed’ (3500), the reliability of the former may be compromised by their lack of detail. Results from this paper suggest that, when enough reports are submitted, ‘Felt Detailed’ can provide good quality data that can be used in tools such as the near-real time shaking intensity maps provided in ShakeMapNZ.
The Mw7.8 2016 Kaikōura earthquake
Authors: Stirling Mark W. , Litchfield N. J. , Villamor Pilar , Van Dissen Russ J. , Nicol Andy , Pettinga Jarg , Barnes Philip , Langridge Robert M. , Little Tim , Barrell David , Mountjoy Joshu , Ries W. F. , Rowland Julie V. , Fenton C. , Hamling Ian , Asher C. , Barrier Andrea , Benson Adrian , Bischoff Alan , Borella Josh , Carne R. , Cochran Ursula , Cockcroft Matt , Cox Simon , Duke Grace , Fenton F. , Gasston C. , Grimshaw Chris , Hale D. , Hall Brendan S. , Hao Ken X. , Hatem Alex , Hemphill-Haley Mark , Heron David , Howarth J. , Juniper Z. , Kane Tim , Kearse J. , Khajavi Narges , Lamarche Geoffroy , Lawson S. , Lukovic Biljana , Madugo C. , Manousakis I. , McColl Sam , Noble D. , Pedley Kate , Sauer K. , Stahl T. , Strong Delia , Townsend Dougal , Toy Virginia , Villeneuve Marlene , Wandres A. , Williams J. , Woelz Susanne , Zinke Robert
Published: July 2019

We provide a summary of the surface fault ruptures produced by the Mw7.8 14 November 2016 Kaikōura earthquake, including examples of damage to engineered structures, transportation networks and farming infrastructure produced by direct fault surface rupture displacement. We also provide an overview of the earthquake in the context of the earthquake source model and estimated ground motions from the current (2010) version of the National Seismic Hazard Model (NSHM) for New Zealand. A total of 21 faults ruptured along a c.180 km long zone during the earthquake, including some that were unknown prior to the event. The 2010 version of the NSHM had considered multi-fault ruptures in the Kaikōura area, but not to the degree observed in the earthquake. The number of faults involved a combination of known and unknown faults, a mix of complete and partial ruptures of the known faults, and the non-involvement of a major fault within the rupture zone (i.e. the Hope Fault) makes this rupture an unusually complex event by world standards. However, the strong ground motions of the earthquake are consistent with the high hazard of the Kaikōura area shown in maps produced from the NSHM.
Strong ground motion observations of engineering interest from the 14 November 2016 Mw7.8 Kaikōura, New Zealand earthquake
Authors: Bradley Brendon A. , Razafindrakoto Hoby N.T. , Nazer M. Ahsan
Published: July 2019

This paper provides a brief discussion of observed strong ground motions from the 14 November 2016 Mw7.8 Kaikōura earthquake. Specific attention is given to examining observations in the near-source region where several ground motions exceeding 1.0g horizontal are recorded, as well as up to 2.7g in the vertical direction at one location. Ground motion response spectra in the near-source, North Canterbury, Marlborough and Wellington regions are also examined and compared with design levels. Observed spectral amplitudes are also compared with predictions from empirical and physics-based ground motion modelling.
The 2016 Meinong Taiwan earthquake
Authors: Henry Richard S. , Lee Bo-Yao , McGuigan David , Finnegan John , Ashby Gordon
Published: July 2019

The Mw 6.4 Meinong earthquake occurred on 6 February 2016 in the southern region of Taiwan. The earthquake caused significant damage in and around Tainan city, with a number of collapsed and severely damaged buildings and 117 deaths. A five-member Learning from Earthquakes (LFE) team visited Taiwan approximately one month after the earthquake, with particular focus on learning from changes to design practice and seismic mitigation efforts following the 1999 Chi-Chi earthquake in Taiwan. Land damage was generally modest with liquefaction and slope-failures observed in a limited number of locations. Some notable instances of liquefaction-related foundation settlement and tilting occurred in areas associated with historical filling. Following the earthquake, the Taiwanese government publically released liquefaction hazard maps that will have a significant impact on public awareness and land values. The observed structural damage was characteristic of non-ductile and poorly configured buildings. The collapsed buildings all contained irregularities and soft-storeys. The majority of older mixed-use buildings performed adequately, but severe column failures were observed in several taller apartment buildings constructed in the 1990s. The performance of schools and district offices provided valuable insight into the successful implementation of seismic assessment and strengthening programmes. A comparison of existing and strengthened buildings showed that efficient retrofit solutions can reduce the risk posed by critical structural weaknesses and improve the safety and resilience of these buildings. A similar strategy could be implemented for common critical structural weaknesses in New Zealand buildings.
Minimum vertical reinforcement in RC walls
Authors: Lu Yiqiu , Henry Richard S.
Published: July 2019

Recent earthquakes and research have shown that the minimum vertical reinforcement requirements in current concrete standards are insufficient to ensure well distributed cracking occurs in ductile reinforced concrete (RC) walls. To address the deficiencies of existing requirements, new theory was proposed to calculate the minimum distributed and end zone vertical reinforcement required for RC walls to meet current performance expectations. The distributed vertical reinforcement requirement was intended to prevent non-ductile behaviour for walls with low ductility demands, and was derived based on the requirement that nominal flexural strength must exceed the cracking moment capacity. The vertical reinforcement required in the ends of the wall was intended to ensure that well distributed secondary cracks form in the plastic hinge region of walls with high ductility demands, and was derived to ensure that the concrete tensile strength could be overcome by the tensile demands imposed when the vertical reinforcement in the ends of the wall yields. The proposed requirements considered the key parameters that influence the behaviour of walls with minimum vertical reinforcement. In addition, the proposed formulas were compared with current minimum vertical reinforcement limits from different concrete design standards by considering the margin of safety between cracking and nominal flexural strength and the secondary cracking behaviour. The deficiencies of the existing requirements were demonstrated and the proposed requirements were proved to be superior for walls with both low and high ductility demands.
Experimental testing of reinforced concrete walls in regions of lower seismicity
Authors: Menegon Scott J. , Wilson John L. , Lam Nelson T.K. , Gad Emad F.
Published: July 2019

This paper provides an overview and the results of a recent experimental study testing the lateral cyclic displacement capacity of limited ductile reinforced concrete (RC) walls. The experimental program included one monolithic cast in-situ rectangular wall specimen and one monolithic cast in-situ box-shaped building core specimen. The specimens were tested using the MAST system at Swinburne University of Technology. They were tested under cyclic in-plane unidirectional lateral load with a shear-span ratio of 6.5. The specimens were detailed to best match typical RC construction practices in regions of lower seismicity, e.g. Australia, which generally results in a ‘limited ductile’ classification to the Australian earthquake loading code. This reinforcement detailing consisted of constant-spaced horizontal and vertical bars on each face of the wall and lap splices of the vertical reinforcement at the base of the wall in the plastic hinge region. The rectangular wall and building core specimens both achieved a relatively good lateral displacement capacity given the limited ductile reinforcement detailing adopted. The lap splice at the base of the specimens resulted in a somewhat different post-yield curvature distribution being developed. Rather than a typical plastic hinge with distributed cracks being developed, a ‘two crack’ plastic hinge was formed. This consisted of one major crack at the base of the wall and another at the top of the lap splice, with only hairline cracks developing between these two major cracks. The majority of the plastic rotation was concentrated in each of these two major cracks.
Effects of floor slabs on the flexural strength of beams in reinforced concrete buildings
Authors: Kabeyasawa Toshimi , Kabeyasawa Toshikazu , Fukuyama Hiroshi
Published: July 2019

The effects of floor slabs on the flexural strength of beams in reinforced concrete buildings under seismic action were verified through tests of frame assembly specimens. A series of experimental and analytical investigations were conducted from 2010 to 2014 in order to further validate the current design practices in Japan. Loading methods in the past beam component tests were reviewed with probable effects of floor slabs. A special loading set-up was used for the frame assembly specimens consisting of four columns and four beams with lengths of one span and two half spans in two directions. The four columns were loaded laterally and independently at mid-height of the upper storey and supported at mid-height of the lower storey with pin-fixed and pin-roller so that axial elongation of the beams and slab would not be constrained by the lateral forces. It has been found from these new loading tests that the tensile stresses in the floor slab reinforcing bars are generally uniform at the beam critical sections and up to the full slab width for the flexural strength when the slab is subjected to tension bending around one percent storey drift, which is much wider than assumed in the current design evaluation.
Earthquake resistance of reinforced concrete corner beam-column joints with different column axial loads under bi-directional lateral loading
Authors: Kitayama Kazuhiro , Katae Hiromu
Published: July 2019

The seismic performance of a corner beam-column joint in reinforced concrete frames was studied by testing two three-dimensional corner beam-column subassemblage specimens without slabs under constant column axial load and bi-directional lateral cyclic load reversals. The column-to-beam flexural strength ratio was varied from 1.4 to 2.3 by changing the magnitude of column axial load. Although a sufficient margin to prevent shear failure was provided to a corner beam-column joint in the test, the subassemblage specimens failed in joint hinging after beam and column longitudinal bars and joint hoops yielded. The ultimate joint hinging capacity of a corner joint under bi-directional lateral loading was enhanced by an increase in column compressive axial load, and can be estimated based on the new mechanism proposed by Kusuhara and Shiohara.
Effects of opening location on flexural behavior of RC columns with sidewalls
Authors: Kato Daisuke , Sato Daisuke , Takamatsu Tadashi
Published: July 2019

Practical use of secondary walls such as sidewalls is common because the contributions of secondary walls for stiffness or strength have been recognized. In 2016, “AIJ Standard for Lateral Load-carrying Capacity Calculation of Reinforced Concrete Structures” was published as a draft by Architectural Institute of Japan. In this standard new equations for columns with side walls were proposed. From this viewpoint, the authors have conducted static loading tests of flexurally controlled RC column specimens with single opening in the sidewall, to investigate the effects of openings on strength and deformation capacity of RC columns with a side walls. In this paper, the limitations on location of openings inside sidewalls to avoid their effects on flexural strength and deformation capacity are examined using design equations for flexural strength based on full plastic moment of the column and sidewall. The test results indicate that the proposed limitation line on location of openings to avoid their effects for flexure could be effective for practical design.
Static loading test on RC beam-column sub-assemblages with walls
Authors: Tajiri Seitaro , Moriya Akira
Published: July 2019

It is needed to establish a design capacity curve of beams/columns with RC standing, hanging and wing walls for utilizing such walls as structural members in RC buildings in Japan. This paper presents the results of static loading tests on RC beam-column sub-assemblages with such walls, which were conducted to evaluate their strength, ductility, stiffness and damage. The flexural yield strength of beams with the walls can be well estimated by a flexural analysis assuming the plane section remain plane. The flexural ultimate strength can be accurately estimated at the full plastic moment. The proposed method, which is a modification of a practical design method in a distance from the centre of tensile reinforcements to the extreme compression fibre, can evaluate the secant stiffness at the yield point more precisely than the practical design method.
Repairing SLS anomalies in NZ seismic code to reduce earthquake losses
Authors: Moore Thomas (Tom) A.
Published: July 2019

The 1992 advent of the Serviceability Limit State (SLS) was for the purpose of eliminating structural and non-structural damage to buildings subjected to small or moderate Earthquakes (EQs). This goal complimented the prior 1976 goal of minimising life-loss due to large Ultimate Limit State (ULS) EQs.

However, moderate direct damage and large indirect losses occurred to many medium-rise pre-2004’ precast concrete-framed buildings in Christchurch and Wellington CBDs as a result of small or moderate EQ ground motions in 2010 [1-3], 2013 and 2016 [4-6.]

A precedence for a proposed SLS level 1 upgrade was set when Christchurch upgraded to a 50 year recurrence SLS following the 2010-2011 earthquakes [7].

Many modern buildings have been engineered with little regard for SLS [8] nor the goal of eliminating disruption from moderate EQs [9, 10]. The proliferation of SLS building damage and large indirect losses [1] have arisen in NZ primarily because of the specification of a too-small SLS demand which corresponds to a ground motion with 25 year return period and because the Structural Performance factor (Sp) is specified in NZ as 0.7 for SLS, which results in a further 30% reduction of the SLS demand. There are also vulnerabilities in ‘pre-2004’ precast floor-to-beam connection detailing [3].

Cost-benefit analyses show that these building losses may be relieved by first correcting the precast vulnerabilities, then using a SLS limit of 50 year (rather than the current 25 year) return period and/or by specifying Sp = 1. The thus proposed ‘maxi-50 year SLS’ with a drift limit of 0.25%, has the same elastic seismic demand as the 100 year international SLS event [10, 11] (with Sp = 0.7) and will minimise non-structural and business disruption losses in small to moderate earthquakes.
Enhancing seismic regulatory compliance practices for non-structural elements in New Zealand
Authors: Egbelakin Temitope , Yakubu Itohan E. , Bowden Justin
Published: July 2019

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.
The implications of post-tensioning losses on the seismic response of Pres-Lam frames
Authors: Granello Gabriele , Palermo Alessandro , Pampanin Stefano , Smith Tobias , Sarti Francesco
Published: July 2019

Since 2010, twelve post-tensioned timber (Pres-Lam) buildings have been constructed throughout the world. In high seismic areas, Pres-Lam technology typically combines unbonded post-tensioning tendons and supplemental damping devices to provide moment capacity to beam-column, wall-foundation or column-foundation connections. Over time creep within the timber elements leads to losses in post-tensioning forces reducing the connection moment capacity. This paper analyses how different post-tensioning loss scenarios, depending on the beam-column joint detailing, impact the building’s seismic response. Two case study buildings were designed and investigated using the Acceleration Displacement Response Spectrum (ADRS) method and Non-Linear Time History Analysis (NLTHA) to predict seismic performance. These buildings were considered to be located in areas of high and low seismic risk, leading to designs with and without the use of damping devices, respectively. The results show that the building with additional damping responded with similar peak displacements, even under extreme loss scenarios. In comparison, when supplemental damping was not used, peak displacements increased significantly with post tensioning losses.