首页 > 最新文献

Bulletin of the New Zealand Society for Earthquake Engineering最新文献

英文 中文
Designing and detailing transverse reinforcement to control bar buckling in rectangular RC walls 控制矩形钢筋混凝土墙体钢筋屈曲的横向配筋设计与施工
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-09-01 DOI: 10.5459/bnzsee.54.3.228-242
M. Tripathi, R. Dhakal
Bar buckling in RC structures is a commonly-observed failure mode that adversely affects their deformation capacity. To restrict bar buckling in ductile RC walls, design codes only emphasises on restricting the spacing of transverse reinforcement and does not recognise the importance of the effective stiffness of the ties (which is a combination of the tie leg axial stiffness and spacing) to restrict bar buckling. Therefore, in this paper the design requirements for anti-buckling transverse reinforcement are summarised, and improvements to the current design methodology for anti-buckling transverse reinforcement are proposed. To ensure that the transverse reinforcement detailing in plastic hinge regions is adequate to restrict bar buckling to single tie spacing and the compressive stress deterioration in bars due to buckling is controlled, refinements to the current detailing procedures are proposed. The buckling restraining ability of transverse reinforcement depends on the axial stiffness of the tie legs, while the compressive stress reduction in reinforcing bars due to buckling depends on their unsupported length (in bare bar tests) or buckling length that can include multiple tie spacing (inside RC members). Therefore, restrictions on both the axial stiffness of the tie legs and spacing of transverse reinforcement along the longitudinal reinforcing bars are proposed. The effective axial stiffness of tie legs is controlled by ensuring that the length of the tie legs in the direction of potential buckling is well below the critical length evaluated using a mechanics-based approach. Additionally, compressive stress degradation in reinforcing bars is controlled by limiting the ratio of the transverse reinforcement spacing and the longitudinal bar diameter such that any reduction of compressive stress carried by the longitudinal bars due to buckling at the limiting curvature recommended by New Zealand Concrete Standard is within an acceptable range. Furthermore, recommendations to avoid buckling of unrestrained reinforcing bars in the boundary zone and the wall web are proposed. Using the proposed design methodology, buckling of longitudinal reinforcing bars in ductile RC walls can be delayed and the detrimental effects of buckling on the lateral response of walls can be controlled until the design drift or curvature demands are met.
钢筋混凝土结构中的杆屈曲是一种常见的破坏模式,对其变形能力产生不利影响。为了限制延性钢筋混凝土墙体中的钢筋屈曲,设计规范只强调限制横向钢筋的间距,而没有认识到约束钢筋屈曲的有效刚度(即约束腿轴向刚度和间距的组合)的重要性。因此,本文总结了抗屈曲横向钢筋的设计要求,并对现有的抗屈曲横向钢筋设计方法提出了改进意见。为了确保塑性铰区域的横向配筋细节足以限制钢筋屈曲至单束间距,并控制钢筋因屈曲而引起的压应力恶化,提出了对现行详细程序的改进。横向钢筋的屈曲抑制能力取决于筋腿的轴向刚度,而由于屈曲而导致的钢筋压应力降低取决于其无支撑长度(在裸杆试验中)或屈曲长度,可以包括多个筋间距(在RC构件内部)。因此,对扎腿的轴向刚度和沿纵向钢筋的横向配筋间距都提出了限制。通过确保在潜在屈曲方向上的扎腿长度远低于使用基于力学的方法评估的临界长度,可以控制扎腿的有效轴向刚度。此外,通过限制横向钢筋间距与纵向钢筋直径的比值来控制钢筋的压应力退化,这样,在新西兰混凝土标准推荐的极限曲率处,由于屈曲而导致的纵向钢筋所承受的压应力的任何减少都在可接受的范围内。此外,还提出了避免边界区和腹板无约束钢筋屈曲的建议。采用所提出的设计方法,延性钢筋混凝土墙体纵向钢筋的屈曲可以延迟,屈曲对墙体侧向响应的不利影响可以得到控制,直到满足设计漂移或曲率要求。
{"title":"Designing and detailing transverse reinforcement to control bar buckling in rectangular RC walls","authors":"M. Tripathi, R. Dhakal","doi":"10.5459/bnzsee.54.3.228-242","DOIUrl":"https://doi.org/10.5459/bnzsee.54.3.228-242","url":null,"abstract":"Bar buckling in RC structures is a commonly-observed failure mode that adversely affects their deformation capacity. To restrict bar buckling in ductile RC walls, design codes only emphasises on restricting the spacing of transverse reinforcement and does not recognise the importance of the effective stiffness of the ties (which is a combination of the tie leg axial stiffness and spacing) to restrict bar buckling. Therefore, in this paper the design requirements for anti-buckling transverse reinforcement are summarised, and improvements to the current design methodology for anti-buckling transverse reinforcement are proposed. To ensure that the transverse reinforcement detailing in plastic hinge regions is adequate to restrict bar buckling to single tie spacing and the compressive stress deterioration in bars due to buckling is controlled, refinements to the current detailing procedures are proposed. The buckling restraining ability of transverse reinforcement depends on the axial stiffness of the tie legs, while the compressive stress reduction in reinforcing bars due to buckling depends on their unsupported length (in bare bar tests) or buckling length that can include multiple tie spacing (inside RC members). Therefore, restrictions on both the axial stiffness of the tie legs and spacing of transverse reinforcement along the longitudinal reinforcing bars are proposed. The effective axial stiffness of tie legs is controlled by ensuring that the length of the tie legs in the direction of potential buckling is well below the critical length evaluated using a mechanics-based approach. Additionally, compressive stress degradation in reinforcing bars is controlled by limiting the ratio of the transverse reinforcement spacing and the longitudinal bar diameter such that any reduction of compressive stress carried by the longitudinal bars due to buckling at the limiting curvature recommended by New Zealand Concrete Standard is within an acceptable range. Furthermore, recommendations to avoid buckling of unrestrained reinforcing bars in the boundary zone and the wall web are proposed. Using the proposed design methodology, buckling of longitudinal reinforcing bars in ductile RC walls can be delayed and the detrimental effects of buckling on the lateral response of walls can be controlled until the design drift or curvature demands are met.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2021-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48506016","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}
引用次数: 5
Design recommendations to prevent global out-of-plane instability of rectangular reinforced concrete ductile walls 防止矩形钢筋混凝土延性墙体整体面外失稳的设计建议
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-09-01 DOI: 10.5459/bnzsee.54.3.211-227
F. Dashti, R. Dhakal, S. Pampanin
Observations of out-of-plane (OOP) instability in the 2010 Chile earthquake and in the 2011 Christchurch earthquake resulted in concerns about the current design provisions of structural walls. This mode of failure was previously observed in the experimental response of some wall specimens subjected to in-plane loading. Therefore, the postulations proposed for prediction of the limit states corresponding to OOP instability of rectangular walls are generally based on stability analysis under in-plane loading only. These approaches address stability of a cracked wall section when subjected to compression, thereby considering the level of residual strain developed in the reinforcement as the parameter that prevents timely crack closure of the wall section and induces stability failure. The New Zealand code requirements addressing the OOP instability of structural walls are based on the assumptions used in the literature and the analytical methods proposed for mathematical determination of the critical strain values. In this study, a parametric study is conducted using a numerical model capable of simulating OOP instability of rectangular walls to evaluate sensitivity of the OOP response of rectangular walls to variation of different parameters identified to be governing this failure mechanism. The effects of wall slenderness (unsupported height-to-thickness) ratio, longitudinal reinforcement ratio of the boundary regions and length on the OOP response of walls are evaluated. A clear trend was observed regarding the influence of these parameters on the initiation of OOP displacement, based on which simple equations are proposed for prediction of OOP instability in rectangular walls.
在2010年智利地震和2011年克赖斯特彻奇地震中观测到的面外(OOP)不稳定性引起了人们对结构墙现行设计规定的担忧。这种破坏模式以前在一些受面内加载的壁面试件的实验响应中观察到。因此,对于矩形墙体OOP失稳所对应的极限状态预测所提出的假设,一般仅基于面内荷载作用下的稳定性分析。这些方法解决了受压缩时墙体开裂截面的稳定性问题,因此考虑了钢筋中产生的残余应变水平作为阻止墙体裂缝及时关闭并导致稳定性破坏的参数。新西兰规范要求解决结构墙的OOP不稳定性是基于文献中使用的假设和为数学确定临界应变值而提出的分析方法。在本研究中,使用能够模拟矩形墙体OOP失稳的数值模型进行参数化研究,以评估矩形墙体OOP响应对确定的控制这种破坏机制的不同参数变化的敏感性。分析了墙体长细比(无支高厚比)、边界区域纵向配筋率和墙体长度对墙体OOP响应的影响。在此基础上,提出了预测矩形壁面OOP失稳的简单方程。
{"title":"Design recommendations to prevent global out-of-plane instability of rectangular reinforced concrete ductile walls","authors":"F. Dashti, R. Dhakal, S. Pampanin","doi":"10.5459/bnzsee.54.3.211-227","DOIUrl":"https://doi.org/10.5459/bnzsee.54.3.211-227","url":null,"abstract":"Observations of out-of-plane (OOP) instability in the 2010 Chile earthquake and in the 2011 Christchurch earthquake resulted in concerns about the current design provisions of structural walls. This mode of failure was previously observed in the experimental response of some wall specimens subjected to in-plane loading. Therefore, the postulations proposed for prediction of the limit states corresponding to OOP instability of rectangular walls are generally based on stability analysis under in-plane loading only. These approaches address stability of a cracked wall section when subjected to compression, thereby considering the level of residual strain developed in the reinforcement as the parameter that prevents timely crack closure of the wall section and induces stability failure. The New Zealand code requirements addressing the OOP instability of structural walls are based on the assumptions used in the literature and the analytical methods proposed for mathematical determination of the critical strain values. In this study, a parametric study is conducted using a numerical model capable of simulating OOP instability of rectangular walls to evaluate sensitivity of the OOP response of rectangular walls to variation of different parameters identified to be governing this failure mechanism. The effects of wall slenderness (unsupported height-to-thickness) ratio, longitudinal reinforcement ratio of the boundary regions and length on the OOP response of walls are evaluated. A clear trend was observed regarding the influence of these parameters on the initiation of OOP displacement, based on which simple equations are proposed for prediction of OOP instability in rectangular walls.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2021-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45172342","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}
引用次数: 2
Evidence collected for peer review of buckling-restrained braced frames in New Zealand 为新西兰屈曲约束支撑框架的同行评审收集的证据
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-09-01 DOI: 10.5459/bnzsee.54.3.197-210
D. Court-Patience, M. Garnich
Buckling-restrained braces (BRBs) form a bracing system that provides lateral strength and stiffness to a building. These systems have been shown to provide larger energy dissipation in severe earthquake events compared to concentrically and eccentrically braced frames (CBFs and EBFs). However, unlike CBFs and EBFs there is no guidance document or specific instructions in regulatory standards for the design of buckling-restrained braced frames (BRBFs) in New Zealand. This makes it difficult for structural engineers to be aware of all the strength and stability considerations required for the safe design of BRBFs. Currently, structural designs that include BRBFs require a peer-review to gain building compliance. The American standard ANSI/AISC 341-16 is the adopted document used in New Zealand for guidance in how to collect evidence showing a BRBF system will perform as intended. However, as ANSI/AISC 341-16 is not a governing document in New Zealand, instructions within the document are not enforced and can be made to fit within the constraints of a building project. By way of example, this paper presents the experimental test process and results acquired from pre-qualification testing of three different commercially available BRB architypes. Of the three BRB designs investigated, one failed prematurely due to global buckling. A manufacturing error was the likely cause of this premature failure. This failure highlights the need for strict quality control during fabrication. All remaining BRBs performed well, meeting the acceptance criteria set out in ANSI/AISC 341-16. Positive pre-qualification results meant the BRBs were installed in medium to high-rise buildings throughout New Zealand. The importance of sub-assemblage testing to assess the performance of a BRB and its frame components is also discussed. Finally, the capability of high fidelity modelling to supplemental physical testing is also presented.
屈曲约束支撑(BRB)形成支撑系统,为建筑物提供横向强度和刚度。与同心和偏心支撑框架(CBF和EBF)相比,这些系统已被证明在严重地震事件中提供了更大的能量耗散。然而,与CBF和EBF不同的是,新西兰没有关于屈曲约束支撑框架(BRBF)设计的指导文件或监管标准中的具体说明。这使得结构工程师很难意识到BRBF安全设计所需的所有强度和稳定性考虑因素。目前,包括BRBF的结构设计需要进行同行评审,以获得建筑合规性。美国标准ANSI/AISC 341-16是新西兰采用的文件,用于指导如何收集表明BRBF系统将按预期运行的证据。然而,由于ANSI/AISC 341-16不是新西兰的管理文件,因此文件中的说明没有得到执行,可以在建筑项目的限制范围内进行。通过实例,本文介绍了三种不同商用BRB结构的试验测试过程和预鉴定测试结果。在研究的三种BRB设计中,有一种由于整体屈曲而过早失效。制造错误很可能是这次过早故障的原因。这一故障凸显了制造过程中严格质量控制的必要性。所有剩余BRB表现良好,符合ANSI/AISC 341-16中规定的验收标准。积极的资格预审结果意味着BRB安装在新西兰各地的中高层建筑中。还讨论了子装配测试对评估BRB及其框架组件性能的重要性。最后,还介绍了高保真度建模对补充物理测试的能力。
{"title":"Evidence collected for peer review of buckling-restrained braced frames in New Zealand","authors":"D. Court-Patience, M. Garnich","doi":"10.5459/bnzsee.54.3.197-210","DOIUrl":"https://doi.org/10.5459/bnzsee.54.3.197-210","url":null,"abstract":"Buckling-restrained braces (BRBs) form a bracing system that provides lateral strength and stiffness to a building. These systems have been shown to provide larger energy dissipation in severe earthquake events compared to concentrically and eccentrically braced frames (CBFs and EBFs). However, unlike CBFs and EBFs there is no guidance document or specific instructions in regulatory standards for the design of buckling-restrained braced frames (BRBFs) in New Zealand. This makes it difficult for structural engineers to be aware of all the strength and stability considerations required for the safe design of BRBFs. Currently, structural designs that include BRBFs require a peer-review to gain building compliance. The American standard ANSI/AISC 341-16 is the adopted document used in New Zealand for guidance in how to collect evidence showing a BRBF system will perform as intended. However, as ANSI/AISC 341-16 is not a governing document in New Zealand, instructions within the document are not enforced and can be made to fit within the constraints of a building project. By way of example, this paper presents the experimental test process and results acquired from pre-qualification testing of three different commercially available BRB architypes. Of the three BRB designs investigated, one failed prematurely due to global buckling. A manufacturing error was the likely cause of this premature failure. This failure highlights the need for strict quality control during fabrication. All remaining BRBs performed well, meeting the acceptance criteria set out in ANSI/AISC 341-16. Positive pre-qualification results meant the BRBs were installed in medium to high-rise buildings throughout New Zealand. The importance of sub-assemblage testing to assess the performance of a BRB and its frame components is also discussed. Finally, the capability of high fidelity modelling to supplemental physical testing is also presented.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2021-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48872808","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}
引用次数: 1
Investigation of construction material quality and workmanship defects of RC buildings collapsed and severely damaged in the 6.8 Mw Sivrice, Elazığ, Turkey earthquake, January 2020 2020年1月土耳其Sivrice (Elazığ) 6.8 Mw地震中倒塌并严重受损的钢筋混凝土建筑材料质量和工艺缺陷调查
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-09-01 DOI: 10.5459/bnzsee.54.3.184-196
M. Bikçe, M. M. Erdem
In the Sivrice, Elazığ, Turkey earthquake on January 24, 2020, 41 people lost their lives, more than 1600 people were injured, 672 buildings collapsed, and around 12600 buildings were severely damaged due to poor construction quality. After such devastating earthquakes, damage assessment and forensic investigations are normally carried out quickly for a judicial process, and material qualities are revealed. However, emotional sensitivity of the victims in the earthquake affected zone and disruptions in key lifeline services such as transportation, electricity supply often make these processes difficult. After the Elazığ earthquake, along with the conventional in-situ core sampling method, concrete pieces were collected from columns of collapsed and severely damaged buildings and transported out of the earthquake zone to overcome these adverse conditions. Unlike in the conventional method where the whole sampling process is carried out in the earthquake zone, the core extraction from the transported concrete pieces was carried out outside the earthquake-affected area. The extracted concrete samples were checked for compliance with the prevailing material standards. Moreover, multiple reinforcing bars of various diameters were also extracted and tested to check their compliance with the standards. Besides, the results of examination of the quality of materials and workmanship used in the construction are also discussed, along with the precautions required to minimize fatalities and damage from similar buildings.
2020年1月24日,土耳其锡夫里斯(Elazığ)发生地震,造成41人死亡,1600多人受伤,672栋建筑倒塌,约12600栋建筑因施工质量差严重受损。在这种毁灭性的地震之后,通常会迅速进行损害评估和法医调查,以便进行司法程序,并揭示材料的质量。然而,地震灾区灾民的情绪敏感,以及交通、电力供应等关键生命线服务的中断,往往使这些过程变得困难。Elazığ地震发生后,为了克服这些不利条件,利用传统的原位岩心取样方法,从倒塌和严重受损的建筑物柱中收集混凝土块,并将其运出震区。与传统方法的整个采样过程在震区内进行不同,从运输的混凝土块中提取核心是在地震灾区外进行的。提取的混凝土样品经检查是否符合现行材料标准。此外,还提取了不同直径的多根钢筋并进行了测试,以检查其是否符合标准。此外,还讨论了施工中使用的材料和工艺质量的检查结果,以及减少类似建筑物造成的死亡和损害所需的预防措施。
{"title":"Investigation of construction material quality and workmanship defects of RC buildings collapsed and severely damaged in the 6.8 Mw Sivrice, Elazığ, Turkey earthquake, January 2020","authors":"M. Bikçe, M. M. Erdem","doi":"10.5459/bnzsee.54.3.184-196","DOIUrl":"https://doi.org/10.5459/bnzsee.54.3.184-196","url":null,"abstract":"In the Sivrice, Elazığ, Turkey earthquake on January 24, 2020, 41 people lost their lives, more than 1600 people were injured, 672 buildings collapsed, and around 12600 buildings were severely damaged due to poor construction quality. After such devastating earthquakes, damage assessment and forensic investigations are normally carried out quickly for a judicial process, and material qualities are revealed. However, emotional sensitivity of the victims in the earthquake affected zone and disruptions in key lifeline services such as transportation, electricity supply often make these processes difficult. After the Elazığ earthquake, along with the conventional in-situ core sampling method, concrete pieces were collected from columns of collapsed and severely damaged buildings and transported out of the earthquake zone to overcome these adverse conditions. Unlike in the conventional method where the whole sampling process is carried out in the earthquake zone, the core extraction from the transported concrete pieces was carried out outside the earthquake-affected area. The extracted concrete samples were checked for compliance with the prevailing material standards. Moreover, multiple reinforcing bars of various diameters were also extracted and tested to check their compliance with the standards. Besides, the results of examination of the quality of materials and workmanship used in the construction are also discussed, along with the precautions required to minimize fatalities and damage from similar buildings.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":"1 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2021-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42023859","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}
引用次数: 1
EVALUATING LIQUEFACTION POTENTIAL OF PUMICEOUS DEPOSITS THROUGH FIELD TESTING: CASE STUDY OF THE 1987 EDGECUMBE EARTHQUAKE 通过实地试验评价浮质矿床的液化潜力:以1987年埃奇库姆地震为例
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2020-06-01 DOI: 10.5459/BNZSEE.53.2.101-110
Rolando P Orense, L. Wotherspoon, M. Pender, S. V. Ballegooy, M. Cubrinovski
Pumice materials, which are problematic from an engineering viewpoint, are widespread in the central part of the North Island. Considering the impacts of the 2010-2011 Christchurch earthquakes, a clear understanding of their properties under earthquake loading is necessary. For example, the 1987 Edgecumbe earthquake showed evidence of localised liquefaction of sands of volcanic origin. To elucidate on this, research was undertaken to investigate whether existing empirical field-based methods to evaluate the liquefaction potential of sands, which were originally developed for hard-grained soils, are applicable to crushable pumice-rich deposits. For this purpose, two sites, one in Whakatane and another in Edgecumbe, were selected where the occurrence of liquefaction was reported following the Edgecumbe earthquake. Manifestations of soil liquefaction, such as sand boils and ejected materials, have been reported at both sites. Field tests, including cone penetration tests (CPT), shear-wave velocity profiling, and screw driving sounding (SDS) tests were performed at the sites. Then, considering estimated peak ground accelerations (PGAs) at the sites based on recorded motions and possible range of ground water table locations, liquefaction analysis was conducted at the sites using available empirical approaches. To clarify the results of the analysis, undisturbed soil samples were obtained at both sites to investigate the laboratory-derived cyclic resistance ratios and to compare with the field-estimated values. Research results clearly showed that these pumice-rich soils do not fit existing liquefaction assessment frameworks and alternate methods are necessary to characterise them.
从工程角度来看,浮石材料是有问题的,在北岛中部广泛存在。考虑到2010-2011年基督城地震的影响,有必要清楚地了解它们在地震荷载下的特性。例如,1987年的埃奇库姆地震显示了火山砂局部液化的证据。为了阐明这一点,研究人员开展了一项研究,以调查现有的基于现场的经验方法来评估砂的液化潜力,这些方法最初是为硬颗粒土壤开发的,是否适用于可破碎的富浮石矿床。为此,选择了两个地点,一个在Whakatane,另一个在Edgecumbe,在Edgecumbe地震后报告发生液化。据报道,在这两个地点都有土壤液化的表现,如沙沸腾和喷出的物质。现场测试包括锥体穿透测试(CPT)、横波速度剖面和螺杆驱动测深(SDS)测试。然后,根据记录的运动和可能的地下水位位置范围,考虑场地的峰值地面加速度(PGAs),利用现有的经验方法对场地进行液化分析。为了澄清分析结果,在两个地点都获得了未受干扰的土壤样本,以调查实验室推导的循环阻力比,并与现场估定值进行比较。研究结果清楚地表明,这些富含浮石的土壤不适合现有的液化评估框架,需要替代方法来表征它们。
{"title":"EVALUATING LIQUEFACTION POTENTIAL OF PUMICEOUS DEPOSITS THROUGH FIELD TESTING: CASE STUDY OF THE 1987 EDGECUMBE EARTHQUAKE","authors":"Rolando P Orense, L. Wotherspoon, M. Pender, S. V. Ballegooy, M. Cubrinovski","doi":"10.5459/BNZSEE.53.2.101-110","DOIUrl":"https://doi.org/10.5459/BNZSEE.53.2.101-110","url":null,"abstract":"Pumice materials, which are problematic from an engineering viewpoint, are widespread in the central part of the North Island. Considering the impacts of the 2010-2011 Christchurch earthquakes, a clear understanding of their properties under earthquake loading is necessary. For example, the 1987 Edgecumbe earthquake showed evidence of localised liquefaction of sands of volcanic origin. To elucidate on this, research was undertaken to investigate whether existing empirical field-based methods to evaluate the liquefaction potential of sands, which were originally developed for hard-grained soils, are applicable to crushable pumice-rich deposits. For this purpose, two sites, one in Whakatane and another in Edgecumbe, were selected where the occurrence of liquefaction was reported following the Edgecumbe earthquake. Manifestations of soil liquefaction, such as sand boils and ejected materials, have been reported at both sites. Field tests, including cone penetration tests (CPT), shear-wave velocity profiling, and screw driving sounding (SDS) tests were performed at the sites. Then, considering estimated peak ground accelerations (PGAs) at the sites based on recorded motions and possible range of ground water table locations, liquefaction analysis was conducted at the sites using available empirical approaches. To clarify the results of the analysis, undisturbed soil samples were obtained at both sites to investigate the laboratory-derived cyclic resistance ratios and to compare with the field-estimated values. Research results clearly showed that these pumice-rich soils do not fit existing liquefaction assessment frameworks and alternate methods are necessary to characterise them.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":"79 1","pages":""},"PeriodicalIF":1.7,"publicationDate":"2020-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"84136149","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}
引用次数: 1
ANALYSIS OF DAMAGE DATA COLLECTED FOR WINE STORAGE TANKS FOLLOWING THE 2013 AND 2016 NEW ZEALAND EARTHQUAKES 2013年和2016年新西兰地震后收集的葡萄酒储罐损坏数据分析
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2020-06-01 DOI: 10.5459/bnzsee.53.2.83-100
M. Yazdanian, J. Ingham, Christopher Kahanek, Nicholas A. Cradock-Henry, J. Fountain, D. Dizhur
The 2013 Seddon earthquake (Mw 6.5), the 2013 Lake Grassmere earthquake (Mw 6.6), and the 2016 Kaikōura earthquake (Mw 7.8) provided an opportunity to assemble the most extensive damage database to wine storage tanks ever compiled worldwide. An overview of this damage database is presented herein based on the in-field post-earthquake damage data collected for 2058 wine storage tanks (1512 legged tanks and 546 flat-based tanks) following the 2013 earthquakes and 1401 wine storage tanks (599 legged tanks and 802 flat-based tanks) following the 2016 earthquake. Critique of the earthquake damage database revealed that in 2013, 39% and 47% of the flat-based wine tanks sustained damage to their base shells and anchors respectively, while due to resilience measures implemented following the 2013 earthquakes, in the 2016 earthquake the damage to tank base shells and tank anchors of flat-based wine tanks was reduced to 32% and 23% respectively and instead damage to tank barrels (54%) and tank cones (43%) was identified as the two most frequently occurring damage modes for this type of tank. Analysis of damage data for legged wine tanks revealed that the frame-legs of legged wine tanks sustained the greatest damage percentage among different parts of legged tanks in both the 2013 earthquakes (40%) and in the 2016 earthquake (44%). Analysis of damage data and socio-economic findings highlight the need for industry-wide standards, which may have socio-economic implications for wineries.
2013年Seddon地震(里氏6.5级)、2013年Lake Grasmere地震(里氏6.6级)和2016年Kaikōura地震(里氏7.8级)为汇编全球有史以来最广泛的葡萄酒储罐损坏数据库提供了机会。本文根据2013年地震后2058个葡萄酒储罐(1512个腿式储罐和546个平底储罐)和2016年地震后1401个葡萄酒储罐的现场地震后损坏数据,概述了该损坏数据库。对地震破坏数据库的批评显示,2013年,39%和47%的平底葡萄酒罐的底座外壳和锚固件分别受损,而由于2013年地震后实施的恢复措施,在2016年的地震中,平底葡萄酒罐的罐底壳和罐锚的损伤分别降至32%和23%,而罐筒(54%)和罐锥(43%)的损伤被确定为该类型储罐最常见的两种损伤模式。对腿式葡萄酒罐损坏数据的分析表明,在2013年地震(40%)和2016年地震(44%)中,腿式葡萄酒储罐的框架腿在腿式储罐的不同部分中承受的损坏百分比最大。对损失数据和社会经济调查结果的分析强调了制定全行业标准的必要性,这可能会对酿酒厂产生社会经济影响。
{"title":"ANALYSIS OF DAMAGE DATA COLLECTED FOR WINE STORAGE TANKS FOLLOWING THE 2013 AND 2016 NEW ZEALAND EARTHQUAKES","authors":"M. Yazdanian, J. Ingham, Christopher Kahanek, Nicholas A. Cradock-Henry, J. Fountain, D. Dizhur","doi":"10.5459/bnzsee.53.2.83-100","DOIUrl":"https://doi.org/10.5459/bnzsee.53.2.83-100","url":null,"abstract":"The 2013 Seddon earthquake (Mw 6.5), the 2013 Lake Grassmere earthquake (Mw 6.6), and the 2016 Kaikōura earthquake (Mw 7.8) provided an opportunity to assemble the most extensive damage database to wine storage tanks ever compiled worldwide. An overview of this damage database is presented herein based on the in-field post-earthquake damage data collected for 2058 wine storage tanks (1512 legged tanks and 546 flat-based tanks) following the 2013 earthquakes and 1401 wine storage tanks (599 legged tanks and 802 flat-based tanks) following the 2016 earthquake. Critique of the earthquake damage database revealed that in 2013, 39% and 47% of the flat-based wine tanks sustained damage to their base shells and anchors respectively, while due to resilience measures implemented following the 2013 earthquakes, in the 2016 earthquake the damage to tank base shells and tank anchors of flat-based wine tanks was reduced to 32% and 23% respectively and instead damage to tank barrels (54%) and tank cones (43%) was identified as the two most frequently occurring damage modes for this type of tank. Analysis of damage data for legged wine tanks revealed that the frame-legs of legged wine tanks sustained the greatest damage percentage among different parts of legged tanks in both the 2013 earthquakes (40%) and in the 2016 earthquake (44%). Analysis of damage data and socio-economic findings highlight the need for industry-wide standards, which may have socio-economic implications for wineries.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2020-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48018419","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}
引用次数: 5
Ground motion input for nonlinear response history analysis 用于非线性反应历史分析的地震动输入
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2019-09-30 DOI: 10.5459/bnzsee.52.3.119-133
G. Morris, A. Thompson, J. Dismuke, B. Bradley
Nonlinear response history analysis (NLRHA), or so-called “nonlinear time history analysis”, is adopted by practicing structural engineers who implement performance-based seismic design and/or assessment procedures. One important aspect in obtaining reliable output from the NLRHA procedure is the input ground motion records. The underlying intention of ground motion selection and amplitude-scaling procedures is to ensure the input for NLRHA is representative of the ground shaking hazard level, for a given site and structure. The purpose of this paper is to highlight the salient limitations of the ground motion selection and scaling requirements in Sections 5.5 and 6.4 of the New Zealand (NZ) loading standard NZS 1170.5 (2004). From a NZ regulatory perspective; there is no specific framework for seismic hazard analysis and ground motion selection (thus self-regulation is the current norm). In contrast, NZS 1170.5 contains many prescriptive requirements for scaling and applying records which are challenging to satisfy in practice. Also discussed within, there are implications for more modern guidance documents in NZ, such as the 2017 “Assessment Guidelines” for existing buildings, which cite NZS 1170.5, a standard which is at least 16 years old (draft issued in 2002). To emphasize the above issues with NZS 1170.5, this paper presents a summary of the more contemporary approaches in the US standards ASCE 7-16 (new buildings) and ASCE 41-17 (existing buildings), along with some examples of the more stringent US requirements for Tall Buildings.
非线性反应历史分析(NLRHA),或所谓的“非线性时程分析”,是由实施基于性能的抗震设计和/或评估程序的执业结构工程师采用的。从NLRHA程序获得可靠输出的一个重要方面是输入地震动记录。地面运动选择和幅度标度程序的潜在意图是确保NLRHA的输入能够代表给定地点和结构的地面震动危险级别。本文的目的是强调新西兰(NZ)加载标准NZS 1170.5(2004)第5.5节和6.4节中地面运动选择和缩放要求的显著局限性。从新西兰监管的角度来看;地震危险性分析和地震动选择没有具体的框架(因此自我调节是目前的规范)。相比之下,NZS 1170.5包含许多关于扩展和应用记录的规范性要求,这些要求在实践中很难满足。内部还讨论了对新西兰更现代的指导文件的影响,例如2017年现有建筑的“评估指南”,其中引用了NZS 1170.5,这是一个至少有16年历史的标准(2002年发布的草案)。为了强调NZS 1170.5的上述问题,本文总结了美国标准ASCE 7-16(新建筑)和ASCE 41-17(现有建筑)中更现代的方法,以及美国对高层建筑更严格要求的一些例子。
{"title":"Ground motion input for nonlinear response history analysis","authors":"G. Morris, A. Thompson, J. Dismuke, B. Bradley","doi":"10.5459/bnzsee.52.3.119-133","DOIUrl":"https://doi.org/10.5459/bnzsee.52.3.119-133","url":null,"abstract":"Nonlinear response history analysis (NLRHA), or so-called “nonlinear time history analysis”, is adopted by practicing structural engineers who implement performance-based seismic design and/or assessment procedures. One important aspect in obtaining reliable output from the NLRHA procedure is the input ground motion records. The underlying intention of ground motion selection and amplitude-scaling procedures is to ensure the input for NLRHA is representative of the ground shaking hazard level, for a given site and structure. \u0000The purpose of this paper is to highlight the salient limitations of the ground motion selection and scaling requirements in Sections 5.5 and 6.4 of the New Zealand (NZ) loading standard NZS 1170.5 (2004). From a NZ regulatory perspective; there is no specific framework for seismic hazard analysis and ground motion selection (thus self-regulation is the current norm). In contrast, NZS 1170.5 contains many prescriptive requirements for scaling and applying records which are challenging to satisfy in practice. Also discussed within, there are implications for more modern guidance documents in NZ, such as the 2017 “Assessment Guidelines” for existing buildings, which cite NZS 1170.5, a standard which is at least 16 years old (draft issued in 2002). To emphasize the above issues with NZS 1170.5, this paper presents a summary of the more contemporary approaches in the US standards ASCE 7-16 (new buildings) and ASCE 41-17 (existing buildings), along with some examples of the more stringent US requirements for Tall Buildings.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2019-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48567186","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}
引用次数: 4
Diaphragm axial capacity for external diaphragm connections (EDCs) in square CFST column structures 方形CFST柱结构外部膜片连接(EDCs)的膜片轴向承载力
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2019-09-30 DOI: 10.5459/bnzsee.52.3.134-140
H. Tjahjanto, G. MacRae, A. Abu, C. Clifton, T. Beetham, N. Mago
This paper evaluates external diaphragm axial capacity in moment frame structures with square concrete-filled steel tubular (CFST) columns considering bidirectional loading. Three design methods were considered: (1) the CIDECT method; (2) the equivalent beam method; and (3) the tie method. Finite element analyses were conducted to investigate the behaviour of an external diaphragm plate connected to a square CFST column under varied bidirectional diaphragm axial forces. It is shown that the perpendicular diaphragm axial forces did not reduce the diaphragm axial capacity significantly, which is consistent with the assumptions made by the CIDECT method and the tie method. The CIDECT method, in some cases, was not conservative. Among the considered methods, the tie method was the most justifiable method, although in some cases the capacity predictions were too conservative. The tie method was later modified by considering the contribution of the steel tube in addition to the diaphragm plate in calculating the diaphragm axial capacity. The modified tie method was shown to accurately predict a lower bound estimate of the capacity of an external diaphragm connection.
本文对考虑双向荷载的方形钢管混凝土柱弯矩框架结构的外隔膜轴向承载力进行了计算。考虑了三种设计方法:(1)CIDECT法;(2)等效梁法;(3)领带法。通过有限元分析,研究了连接方形钢管混凝土柱的外膜片在不同双向膜片轴向力作用下的性能。结果表明,垂直膜片轴向力对膜片轴向承载力的影响不显著,这与CIDECT法和tie法的假设一致。CIDECT方法,在某些情况下,是不保守的。在考虑的方法中,尽管在某些情况下容量预测过于保守,但tie方法是最合理的方法。在计算膜片轴向承载力时,除考虑膜片外,还考虑了钢管的贡献,从而改进了系扣法。改进的连接法可以准确地预测外膜片连接容量的下限。
{"title":"Diaphragm axial capacity for external diaphragm connections (EDCs) in square CFST column structures","authors":"H. Tjahjanto, G. MacRae, A. Abu, C. Clifton, T. Beetham, N. Mago","doi":"10.5459/bnzsee.52.3.134-140","DOIUrl":"https://doi.org/10.5459/bnzsee.52.3.134-140","url":null,"abstract":"This paper evaluates external diaphragm axial capacity in moment frame structures with square concrete-filled steel tubular (CFST) columns considering bidirectional loading. Three design methods were considered: (1) the CIDECT method; (2) the equivalent beam method; and (3) the tie method. Finite element analyses were conducted to investigate the behaviour of an external diaphragm plate connected to a square CFST column under varied bidirectional diaphragm axial forces. It is shown that the perpendicular diaphragm axial forces did not reduce the diaphragm axial capacity significantly, which is consistent with the assumptions made by the CIDECT method and the tie method. The CIDECT method, in some cases, was not conservative. Among the considered methods, the tie method was the most justifiable method, although in some cases the capacity predictions were too conservative. The tie method was later modified by considering the contribution of the steel tube in addition to the diaphragm plate in calculating the diaphragm axial capacity. The modified tie method was shown to accurately predict a lower bound estimate of the capacity of an external diaphragm connection.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2019-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43022676","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}
引用次数: 0
Rapid assessment of peak storey drift demands on reinforced concrete frame buildings 钢筋混凝土框架建筑峰值层漂移需求快速评估
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2019-09-30 DOI: 10.5459/bnzsee.52.3.109-118
T. Sullivan
The peak storey drift demands that an earthquake imposes on a building can be assessed through a detailed engineering seismic assessment or recorded if a building is instrumented. However, for the rapid seismic assessment of a large number of buildings, it is desirable to have a simplified means of estimating storey drift demands. Consequently, this paper proposes a simplified means of quickly estimating storey drift demands on reinforced concrete (RC) frame buildings. Expressions for peak storey drift demand as a function of ground motion intensity are developed by utilising concepts and simplifications available from displacement-based seismic design and assessment methods. The performance of the approach is gauged by comparing predicted storey drift demands with those obtained from rigorous non-linear time-history analyses for a number of case study buildings. The promising results suggest that the approach proposed will be useful for rapidly assessing the likelihood of damage to a range of drift-sensitive elements in modern RC frame buildings.
峰值楼层漂移要求地震施加在建筑物上,可以通过详细的工程地震评估进行评估,或者在建筑物装有仪器的情况下进行记录。然而,对于大量建筑物的快速地震评估,需要一种简化的方法来估计楼层偏移需求。因此,本文提出了一种快速估算钢筋混凝土框架建筑楼层偏移需求的简化方法。通过利用基于位移的地震设计和评估方法中的概念和简化,开发了作为地面运动强度函数的峰值楼层漂移需求的表达式。该方法的性能是通过将预测的楼层漂移需求与一些案例研究建筑的严格非线性时程分析结果进行比较来衡量的。有希望的结果表明,所提出的方法将有助于快速评估现代RC框架建筑中一系列漂移敏感元件受损的可能性。
{"title":"Rapid assessment of peak storey drift demands on reinforced concrete frame buildings","authors":"T. Sullivan","doi":"10.5459/bnzsee.52.3.109-118","DOIUrl":"https://doi.org/10.5459/bnzsee.52.3.109-118","url":null,"abstract":"The peak storey drift demands that an earthquake imposes on a building can be assessed through a detailed engineering seismic assessment or recorded if a building is instrumented. However, for the rapid seismic assessment of a large number of buildings, it is desirable to have a simplified means of estimating storey drift demands. Consequently, this paper proposes a simplified means of quickly estimating storey drift demands on reinforced concrete (RC) frame buildings. Expressions for peak storey drift demand as a function of ground motion intensity are developed by utilising concepts and simplifications available from displacement-based seismic design and assessment methods. The performance of the approach is gauged by comparing predicted storey drift demands with those obtained from rigorous non-linear time-history analyses for a number of case study buildings. The promising results suggest that the approach proposed will be useful for rapidly assessing the likelihood of damage to a range of drift-sensitive elements in modern RC frame buildings.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2019-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49108035","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}
引用次数: 0
A different way of thinking about seismic risk 另一种思考地震风险的方式
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2019-09-30 DOI: 10.5459/bnzsee.52.3.141-149
J. Hare
Seismic risk has traditionally been approached using probabilistic analysis. This dilutes the potential impact of low probability, extreme events that may lead to severe consequences including excessive land damage, building damage, injuries and death. The communication of risk in probabilistic terms is also not clearly understood by most audiences. Further, it is evident that few building developers, owners and users have a good understanding the implications of this and the capacity design of buildings, which may not be repairable after a severe event. There is also an adverse impact on planning and land use, where decisions that may affect many people are based on a limited view of adverse outcomes such as liquefaction, lateral spread and slope stability in severe earthquakes. A different way of thinking about seismic risk is proposed. An approach of using scenarios derived from a combination of deterministic as well as probabilistic thinking would prompt consideration of impacts over a range of events. This would allow full consideration of which outcomes are clearly not acceptable and which are. This may facilitate planning for both private and public sector, with a common understanding that is relatively easily communicated to both experts and lay people. This risk evaluation framework would also facilitate consideration of mitigation, by bringing focus on unacceptable outcomes of severe events that are currently obscured by pure probabilistic analysis. This was missing in Christchurch, which experienced the sort of event we can readily anticipate and should actively plan for in other parts of New Zealand. This would help us avoid future red zones and excessive damage and demolition. It will inform development of building codes and standards and will help us evaluate risk and provide resilience and redundancy across the range of interconnected infrastructure networks. Informed debate is needed with key decision makers to discuss the underlying objectives of our regulation and how these may be better met by such an approach, without engineers allowing themselves to be trapped in past thinking and assumptions.
地震风险传统上采用概率分析方法。这削弱了低概率极端事件的潜在影响,这些事件可能导致严重后果,包括过度的土地破坏、建筑物损坏、人员伤亡。大多数受众也不清楚概率术语中的风险沟通。此外,很明显,很少有建筑开发商、业主和用户能很好地理解这一点的含义以及建筑的容量设计,这些建筑在严重事件后可能无法修复。对规划和土地利用也有不利影响,可能影响许多人的决策是基于对严重地震中液化、横向扩展和边坡稳定性等不利结果的有限看法。提出了一种不同的地震风险思考方式。使用确定性和概率性思维相结合的情景的方法将促使考虑对一系列事件的影响。这将允许充分考虑哪些结果显然是不可接受的,哪些是可接受的。这可能有助于私营和公共部门的规划,有一个相对容易传达给专家和非专业人员的共同理解。该风险评估框架还将通过关注目前被纯粹的概率分析所掩盖的严重事件的不可接受的结果,促进对缓解措施的考虑。这在克赖斯特彻奇是缺失的,它经历了我们可以很容易预测的事件,应该在新西兰其他地区积极计划。这将有助于我们避免未来的红色区域以及过度的破坏和拆除。它将为建筑规范和标准的制定提供信息,并将帮助我们评估风险,在一系列互连的基础设施网络中提供弹性和冗余。需要与关键决策者进行知情的辩论,讨论我们监管的基本目标,以及如何通过这种方法更好地实现这些目标,而不让工程师陷入过去的思维和假设。
{"title":"A different way of thinking about seismic risk","authors":"J. Hare","doi":"10.5459/bnzsee.52.3.141-149","DOIUrl":"https://doi.org/10.5459/bnzsee.52.3.141-149","url":null,"abstract":"Seismic risk has traditionally been approached using probabilistic analysis. This dilutes the potential impact of low probability, extreme events that may lead to severe consequences including excessive land damage, building damage, injuries and death. The communication of risk in probabilistic terms is also not clearly understood by most audiences. Further, it is evident that few building developers, owners and users have a good understanding the implications of this and the capacity design of buildings, which may not be repairable after a severe event. \u0000There is also an adverse impact on planning and land use, where decisions that may affect many people are based on a limited view of adverse outcomes such as liquefaction, lateral spread and slope stability in severe earthquakes. \u0000A different way of thinking about seismic risk is proposed. An approach of using scenarios derived from a combination of deterministic as well as probabilistic thinking would prompt consideration of impacts over a range of events. This would allow full consideration of which outcomes are clearly not acceptable and which are. This may facilitate planning for both private and public sector, with a common understanding that is relatively easily communicated to both experts and lay people. \u0000This risk evaluation framework would also facilitate consideration of mitigation, by bringing focus on unacceptable outcomes of severe events that are currently obscured by pure probabilistic analysis. This was missing in Christchurch, which experienced the sort of event we can readily anticipate and should actively plan for in other parts of New Zealand. \u0000This would help us avoid future red zones and excessive damage and demolition. It will inform development of building codes and standards and will help us evaluate risk and provide resilience and redundancy across the range of interconnected infrastructure networks. \u0000Informed debate is needed with key decision makers to discuss the underlying objectives of our regulation and how these may be better met by such an approach, without engineers allowing themselves to be trapped in past thinking and assumptions.","PeriodicalId":46396,"journal":{"name":"Bulletin of the New Zealand Society for Earthquake Engineering","volume":" ","pages":""},"PeriodicalIF":1.7,"publicationDate":"2019-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47467890","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}
引用次数: 6
期刊
Bulletin of the New Zealand Society for Earthquake Engineering
全部 Acc. Chem. Res. ACS Applied Bio Materials ACS Appl. Electron. Mater. ACS Appl. Energy Mater. ACS Appl. Mater. Interfaces ACS Appl. Nano Mater. ACS Appl. Polym. Mater. ACS BIOMATER-SCI ENG ACS Catal. ACS Cent. Sci. ACS Chem. Biol. ACS Chemical Health & Safety ACS Chem. Neurosci. ACS Comb. Sci. ACS Earth Space Chem. ACS Energy Lett. ACS Infect. Dis. ACS Macro Lett. ACS Mater. Lett. ACS Med. Chem. Lett. ACS Nano ACS Omega ACS Photonics ACS Sens. ACS Sustainable Chem. Eng. ACS Synth. Biol. Anal. Chem. BIOCHEMISTRY-US Bioconjugate Chem. BIOMACROMOLECULES Chem. Res. Toxicol. Chem. Rev. Chem. Mater. CRYST GROWTH DES ENERG FUEL Environ. Sci. Technol. Environ. Sci. Technol. Lett. Eur. J. Inorg. Chem. IND ENG CHEM RES Inorg. Chem. J. Agric. Food. Chem. J. Chem. Eng. Data J. Chem. Educ. J. Chem. Inf. Model. J. Chem. Theory Comput. J. Med. Chem. J. Nat. Prod. J PROTEOME RES J. Am. Chem. Soc. LANGMUIR MACROMOLECULES Mol. Pharmaceutics Nano Lett. Org. Lett. ORG PROCESS RES DEV ORGANOMETALLICS J. Org. Chem. J. Phys. Chem. J. Phys. Chem. A J. Phys. Chem. B J. Phys. Chem. C J. Phys. Chem. Lett. Analyst Anal. Methods Biomater. Sci. Catal. Sci. Technol. Chem. Commun. Chem. Soc. Rev. CHEM EDUC RES PRACT CRYSTENGCOMM Dalton Trans. Energy Environ. Sci. ENVIRON SCI-NANO ENVIRON SCI-PROC IMP ENVIRON SCI-WAT RES Faraday Discuss. Food Funct. Green Chem. Inorg. Chem. Front. Integr. Biol. J. Anal. At. Spectrom. J. Mater. Chem. A J. Mater. Chem. B J. Mater. Chem. C Lab Chip Mater. Chem. Front. Mater. Horiz. MEDCHEMCOMM Metallomics Mol. Biosyst. Mol. Syst. Des. Eng. Nanoscale Nanoscale Horiz. Nat. Prod. Rep. New J. Chem. Org. Biomol. Chem. Org. Chem. Front. PHOTOCH PHOTOBIO SCI PCCP Polym. Chem.
×
引用
GB/T 7714-2015
复制
MLA
复制
APA
复制
导出至
BibTeX EndNote RefMan NoteFirst NoteExpress
×
0
微信
客服QQ
Book学术公众号 扫码关注我们
反馈
×
意见反馈
请填写您的意见或建议
请填写您的手机或邮箱
×
提示
您的信息不完整,为了账户安全,请先补充。
现在去补充
×
提示
您因"违规操作"
具体请查看互助需知
我知道了
×
提示
现在去查看 取消
×
提示
确定
Book学术官方微信
Book学术文献互助
Book学术文献互助群
群 号:481959085
Book学术
文献互助 智能选刊 最新文献 互助须知 联系我们:info@booksci.cn
Book学术提供免费学术资源搜索服务,方便国内外学者检索中英文文献。致力于提供最便捷和优质的服务体验。
Copyright © 2023 Book学术 All rights reserved.
ghs 京公网安备 11010802042870号 京ICP备2023020795号-1