Pub Date : 2017-12-31DOI: 10.5459/BNZSEE.50.4.494-503
S. Menegon, John L. Wilson, N. Lam, E. Gad
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.
{"title":"EXPERIMENTAL TESTING OF REINFORCED CONCRETE WALLS IN REGIONS OF LOWER SEISMICITY","authors":"S. Menegon, John L. Wilson, N. Lam, E. Gad","doi":"10.5459/BNZSEE.50.4.494-503","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.4.494-503","url":null,"abstract":"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.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"251 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-12-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126896860","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-12-31DOI: 10.5459/BNZSEE.50.4.608-615
R. Henry, K. Elwood, J. Wallace
Recent earthquakes have highlighted discrepancies between the intended and observed performance of RC walls and significant research is in progress to improve the seismic performance of RC wall buildings. An international group of researchers and practitioners developed a research framework in order to conduct a project mapping and prioritisation exercise for RC wall research. The process by which this research framework and mapping exercise were conducted is described. The framework was used to identify research priorities that would provide a basis for the direction of future research. High priority topics included, shear demands and capacities, effect of load-rate and loading history, seismic assessment of older walls, residual capacity and repairability, non-rectangular and core walls, and whole of building response.
{"title":"International research framework and priorities for reinforced concrete wall buildings","authors":"R. Henry, K. Elwood, J. Wallace","doi":"10.5459/BNZSEE.50.4.608-615","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.4.608-615","url":null,"abstract":"Recent earthquakes have highlighted discrepancies between the intended and observed performance of RC walls and significant research is in progress to improve the seismic performance of RC wall buildings. An international group of researchers and practitioners developed a research framework in order to conduct a project mapping and prioritisation exercise for RC wall research. The process by which this research framework and mapping exercise were conducted is described. The framework was used to identify research priorities that would provide a basis for the direction of future research. High priority topics included, shear demands and capacities, effect of load-rate and loading history, seismic assessment of older walls, residual capacity and repairability, non-rectangular and core walls, and whole of building response.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"6 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-12-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"114428861","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-12-31DOI: 10.5459/BNZSEE.50.4.555-564
S. Tajiri, A. Moriya
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. INTRODUCTION Most Japanese reinforced concrete (RC) buildings have RC non-structural walls such as wing walls, standing walls and hanging walls as shown in Figure 1. In the practical design of such buildings, the non-structural walls are generally isolated from the adjacent columns and beams by structural gaps between them. This is because it is easy for a structural analysis to model only a beam or a column ignoring the effect of walls. In addition, it is easy to keep high ductility of buildings by preventing shear failure of walls. If such non-structural RC walls are utilized as structural walls without separating the walls and the beams/columns, strength and rigidity will be higher, response deformation will decrease, and damage to buildings will decrease by designing the walls with appropriate details. However, modelling such walls with middle column properly for a structural analysis is hard. It is because the research on structural property of such walls are limited although their failure mode, strength and rigidity are different from rectangular RC walls with end columns. Therefore, static loading test of interior beam-column subassemblages with RC walls was conducted in order to evaluate their strength, ductility, stiffness and damage. Main parameters of this experimental study were the wall thickness, the amount of column reinforcement, and the length of wing walls. EXPERIMENTAL PROGRAM Specimen Details Five interior, half-scale-beam-column sub-assemblages were tested. Four of them had wing walls, standing walls and hanging walls, and the other had no walls. Figure 2 shows a benchmark specimen, No.1, which was assumed to represent a lower part of a 6-story RC building whose seismic response coefficient was larger than 0.6. Its columns and beams were designed such that the base shear coefficient of a bare frame without walls was nearly 0.3 which is the minimum requirement of Japanese seismic code. The expected failure mode of the benchmark specimen was flexural failure of both beams with walls at the wing wall interface. The second specimen, No.2, had 1.5 times thicker walls than the No.1. The
{"title":"Static loading test on RC beam-column sub-assemblages with walls","authors":"S. Tajiri, A. Moriya","doi":"10.5459/BNZSEE.50.4.555-564","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.4.555-564","url":null,"abstract":"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. INTRODUCTION Most Japanese reinforced concrete (RC) buildings have RC non-structural walls such as wing walls, standing walls and hanging walls as shown in Figure 1. In the practical design of such buildings, the non-structural walls are generally isolated from the adjacent columns and beams by structural gaps between them. This is because it is easy for a structural analysis to model only a beam or a column ignoring the effect of walls. In addition, it is easy to keep high ductility of buildings by preventing shear failure of walls. If such non-structural RC walls are utilized as structural walls without separating the walls and the beams/columns, strength and rigidity will be higher, response deformation will decrease, and damage to buildings will decrease by designing the walls with appropriate details. However, modelling such walls with middle column properly for a structural analysis is hard. It is because the research on structural property of such walls are limited although their failure mode, strength and rigidity are different from rectangular RC walls with end columns. Therefore, static loading test of interior beam-column subassemblages with RC walls was conducted in order to evaluate their strength, ductility, stiffness and damage. Main parameters of this experimental study were the wall thickness, the amount of column reinforcement, and the length of wing walls. EXPERIMENTAL PROGRAM Specimen Details Five interior, half-scale-beam-column sub-assemblages were tested. Four of them had wing walls, standing walls and hanging walls, and the other had no walls. Figure 2 shows a benchmark specimen, No.1, which was assumed to represent a lower part of a 6-story RC building whose seismic response coefficient was larger than 0.6. Its columns and beams were designed such that the base shear coefficient of a bare frame without walls was nearly 0.3 which is the minimum requirement of Japanese seismic code. The expected failure mode of the benchmark specimen was flexural failure of both beams with walls at the wing wall interface. The second specimen, No.2, had 1.5 times thicker walls than the No.1. The ","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"50 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-12-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121943292","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-09-30DOI: 10.5459/BNZSEE.50.3.394-435
M. Sarrafzadeh, K. Elwood, R. Dhakal, Helen Ferner, D. Pettinga, M. Stannard, M. Maeda, Y. Nakano, Tomihisa Mukai, T. Koike
This report outlines the observations of an NZSEE team of practitioners and researchers who travelled to the Kumamoto Prefecture of Japan on a reconnaissance visit following the April 2016 earthquakes. The observations presented in this report are focussed on the performance of reinforced concrete (RC) buildings throughout Kumamoto Prefecture. It was found overall that modern RC buildings performed well, with patterns of damage which highlighted a philosophy of designing stiffer buildings with less of an emphasis on ductile behaviour. To explore this important difference in design practice, the Japanese Building Standard Law (BSL) is summarised and compared with standard New Zealand seismic design practices and evaluation methods.
{"title":"Performance of reinforced concrete buildings in the 2016 Kumamoto earthquakes and seismic design in Japan","authors":"M. Sarrafzadeh, K. Elwood, R. Dhakal, Helen Ferner, D. Pettinga, M. Stannard, M. Maeda, Y. Nakano, Tomihisa Mukai, T. Koike","doi":"10.5459/BNZSEE.50.3.394-435","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.3.394-435","url":null,"abstract":"This report outlines the observations of an NZSEE team of practitioners and researchers who travelled to the Kumamoto Prefecture of Japan on a reconnaissance visit following the April 2016 earthquakes. The observations presented in this report are focussed on the performance of reinforced concrete (RC) buildings throughout Kumamoto Prefecture. It was found overall that modern RC buildings performed well, with patterns of damage which highlighted a philosophy of designing stiffer buildings with less of an emphasis on ductile behaviour. To explore this important difference in design practice, the Japanese Building Standard Law (BSL) is summarised and compared with standard New Zealand seismic design practices and evaluation methods.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"25 37 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130233636","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-09-30DOI: 10.5459/BNZSEE.50.3.365-393
G. Chiaro, G. Alexander, P. Brabhaharan, C. Massey, J. Koseki, S. Yamada, Yudai Aoyagi
On 16 April 2016, a moment magnitude (Mw) 7.0 earthquake struck the Island of Kyushu, Japan. Two major foreshocks (Mw 6.2 and Mw 6.0) contributed to devastation in Kumamoto City, Mashiki Town and in the mountainous areas of the Mount Aso volcanic caldera. This report summarises geotechnical and geological aspects of the earthquakes that were observed during a field investigation conducted by the NZSEE Team in collaboration with Japanese engineers and researchers. Many houses and other buildings, roads, riverbanks, and an earth dam, either on or adjacent to the surface fault rupture or projected fault trace, were severely damaged as a result of both the strong ground shaking and permanent ground displacement. In the Mount Aso volcanic caldera, traces of medium to large scale landslides and rock falls were frequently observed. A number of landslides impacted homes and infrastructure, and were reported to have killed at least 10 people out of the 69 confirmed deaths associated with the earthquake. In a few suburbs of Kumamoto City and in Mashiki Town, localised liquefaction took place, causing lateral spreading, differential settlements of the ground and riverbanks, sinking and tilting of buildings, foundation failures, cracks on roads, and disruption of water and sewage pipe networks. The overall effects from liquefaction related hazards appeared relatively minor compared to the damage caused by shaking, landslides and surface fault rupture. Based on the field survey, key findings are highlighted and recommendations to NZ engineering practice are made in the report.
{"title":"Reconnissance report on geotechnical and geological aspects of the 14-16 April 2016 Kumamoto earthquakes, Japan","authors":"G. Chiaro, G. Alexander, P. Brabhaharan, C. Massey, J. Koseki, S. Yamada, Yudai Aoyagi","doi":"10.5459/BNZSEE.50.3.365-393","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.3.365-393","url":null,"abstract":"On 16 April 2016, a moment magnitude (Mw) 7.0 earthquake struck the Island of Kyushu, Japan. Two major foreshocks (Mw 6.2 and Mw 6.0) contributed to devastation in Kumamoto City, Mashiki Town and in the mountainous areas of the Mount Aso volcanic caldera. This report summarises geotechnical and geological aspects of the earthquakes that were observed during a field investigation conducted by the NZSEE Team in collaboration with Japanese engineers and researchers. Many houses and other buildings, roads, riverbanks, and an earth dam, either on or adjacent to the surface fault rupture or projected fault trace, were severely damaged as a result of both the strong ground shaking and permanent ground displacement. In the Mount Aso volcanic caldera, traces of medium to large scale landslides and rock falls were frequently observed. A number of landslides impacted homes and infrastructure, and were reported to have killed at least 10 people out of the 69 confirmed deaths associated with the earthquake. In a few suburbs of Kumamoto City and in Mashiki Town, localised liquefaction took place, causing lateral spreading, differential settlements of the ground and riverbanks, sinking and tilting of buildings, foundation failures, cracks on roads, and disruption of water and sewage pipe networks. The overall effects from liquefaction related hazards appeared relatively minor compared to the damage caused by shaking, landslides and surface fault rupture. Based on the field survey, key findings are highlighted and recommendations to NZ engineering practice are made in the report.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"6 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126684378","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-09-30DOI: 10.5459/BNZSEE.50.3.436-468
R. Henry, Bo-Yao Lee, D. McGuigan, J. Finnegan, Gordon Ashby
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.
{"title":"The 2016 Meinong Taiwan earthquake","authors":"R. Henry, Bo-Yao Lee, D. McGuigan, J. Finnegan, Gordon Ashby","doi":"10.5459/BNZSEE.50.3.436-468","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.3.436-468","url":null,"abstract":"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.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"8 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126360361","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-30DOI: 10.5459/BNZSEE.50.2.225-236
A. Buchanan, D. Moroder
{"title":"Log house performance in the 2016 Kaikoura earthquake","authors":"A. Buchanan, D. Moroder","doi":"10.5459/BNZSEE.50.2.225-236","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.2.225-236","url":null,"abstract":"","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"19 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-06-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131879252","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-30DOI: 10.5459/BNZSEE.50.2.338-342
D. Brunsdon, K. Elwood, J. Hare
The 14 November 2016 Kaikōura earthquake resulted in long duration shaking in excess of the code demand for many buildings with fundamental periods between 1 and 2 seconds in Wellington, particularly in those parts of the city where shaking has been amplified due to basin effects and deeper deposits, notably in the port area or Thorndon basin. This paper outlines the initial response of engineers and the engineering assessment processes undertaken in Wellington in the weeks following the Kaikōura Earthquake, along with the technical support provided to Wellington City Council through the establishment of the Critical Buildings Team and the Wellington Engineering Leadership Group. An overview is provided of the Targeted Assessment Programme subsequently undertaken by Wellington City Council to look more closely at the buildings most likely to be affected. Background is provided to the key elements of the Targeted Damage Evaluation Guidelines that were developed in support of this programme, including the relationship with the Detailed Engineering (Damage) Evaluation process used following the Canterbury Earthquake Sequence.
{"title":"Engineering assessment processes for Wellington buildings following the November 2016 Kaikōura earthquakes","authors":"D. Brunsdon, K. Elwood, J. Hare","doi":"10.5459/BNZSEE.50.2.338-342","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.2.338-342","url":null,"abstract":"The 14 November 2016 Kaikōura earthquake resulted in long duration shaking in excess of the code demand for many buildings with fundamental periods between 1 and 2 seconds in Wellington, particularly in those parts of the city where shaking has been amplified due to basin effects and deeper deposits, notably in the port area or Thorndon basin. \u0000This paper outlines the initial response of engineers and the engineering assessment processes undertaken in Wellington in the weeks following the Kaikōura Earthquake, along with the technical support provided to Wellington City Council through the establishment of the Critical Buildings Team and the Wellington Engineering Leadership Group. An overview is provided of the Targeted Assessment Programme subsequently undertaken by Wellington City Council to look more closely at the buildings most likely to be affected. Background is provided to the key elements of the Targeted Damage Evaluation Guidelines that were developed in support of this programme, including the relationship with the Detailed Engineering (Damage) Evaluation process used following the Canterbury Earthquake Sequence.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"37 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-06-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134524048","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-30DOI: 10.5459/BNZSEE.50.2.85-93
B. Bradley, H. Razafindrakoto, M. Nazer
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.
{"title":"Strong ground motion observations of engineering interest from the 14 November 2016 Mw7.8 Kaikōura, New Zealand earthquake","authors":"B. Bradley, H. Razafindrakoto, M. Nazer","doi":"10.5459/BNZSEE.50.2.85-93","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.2.85-93","url":null,"abstract":"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.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"38 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-06-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116285679","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2017-06-30DOI: 10.5459/BNZSEE.50.2.206-224
D. Dizhur, G. Simkin, M. Giaretton, G. Loporcaro, A. Palermo, J. Ingham
In-field post-earthquake performance observations of winery facilities in the Marlborough region, New Zealand, were documented following the 14 November 2016 Kaikōura earthquake and subsequent aftershocks. Observations presented and discussed herein include land damage to vineyards and the performance of winery building facilities, legged and flat-bedded storage tanks, barrel racking systems, and catwalks. A range of winery facilities were instrumented with tri-axial accelerometers to capture seismic excitations during aftershocks, with the specific aim to instrument different storage tanks having varying capacities and support systems to better understand the dynamic performance and actual forces experienced up the height of the tanks during an earthquake, with preliminary results reported herein.
{"title":"Performance of winery facilities during the 14 November 2016 Kaikōura earthquake","authors":"D. Dizhur, G. Simkin, M. Giaretton, G. Loporcaro, A. Palermo, J. Ingham","doi":"10.5459/BNZSEE.50.2.206-224","DOIUrl":"https://doi.org/10.5459/BNZSEE.50.2.206-224","url":null,"abstract":"In-field post-earthquake performance observations of winery facilities in the Marlborough region, New Zealand, were documented following the 14 November 2016 Kaikōura earthquake and subsequent aftershocks. Observations presented and discussed herein include land damage to vineyards and the performance of winery building facilities, legged and flat-bedded storage tanks, barrel racking systems, and catwalks. A range of winery facilities were instrumented with tri-axial accelerometers to capture seismic excitations during aftershocks, with the specific aim to instrument different storage tanks having varying capacities and support systems to better understand the dynamic performance and actual forces experienced up the height of the tanks during an earthquake, with preliminary results reported herein.","PeriodicalId":343472,"journal":{"name":"Bulletin of the New Zealand National Society for Earthquake Engineering","volume":"50 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2017-06-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129344377","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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