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Probabilistic seismic hazard analysis of peak ground acceleration for major regional New Zealand locations 新西兰主要地区地面加速度峰值的概率地震危险性分析
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2022-03-01 DOI: 10.5459/bnzsee.55.1.15-24
B. Bradley, M. Cubrinovski, F. Wentz
This paper presents site-specific probabilistic seismic hazard analysis (PSHA) results at 24 locations throughout New Zealand (NZ). Specifically, peak ground acceleration (PGA) hazard curves for two generic soft soil conditions are considered. For specific return periods of interest, seismic hazard disaggregation is used to obtain the percentage contributions of various seismic sources to the hazard, including metrics such as mean earthquake magnitude used for simplified geotechnical calculations. The seismic hazard analyses utilise concensus models for seismic source and ground-motion characterisation, including consideration of alternative ground-motion models. The analyses therefore represent an appreciable improvement relative to the science that underpin current loading standards [e.g., 1,2]. Consequently, we advocate the use of these results as a scientific basis for potential revisions to standards and guidance documents that characterise seismic hazard via PGA.
本文介绍了在新西兰(NZ) 24个地点的特定地点概率地震危害分析(PSHA)结果。具体来说,考虑了两种软土条件下的峰值地面加速度(PGA)危险曲线。对于特定的回报期,地震灾害分解用于获得各种震源对灾害的百分比贡献,包括用于简化岩土计算的平均地震震级等指标。地震危险性分析利用震源和地震动特征的一致性模型,包括考虑备选地震动模型。因此,与支撑当前荷载标准的科学相比,分析代表了一个明显的改进[例如,1,2]。因此,我们主张将这些结果作为潜在修订标准和指导性文件的科学依据,这些标准和指导性文件通过PGA来描述地震危险。
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引用次数: 5
Seismic zonation and default suites of ground-motion records for time-history analysis in the South Island of New Zealand 新西兰南岛用于时程分析的地震区划和地面运动默认记录集
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2022-03-01 DOI: 10.5459/bnzsee.55.1.25-42
Christianos Burlotos, Kevin C. Walsh, T. Goded, G. McVerry, N. Brooke, J. Ingham
The rise of performance-based earthquake engineering, in combination with the complexity associated with selecting records for time-history analysis, demonstrates an expressed need for localized default suites of ground motion records for structural designers to use in the absence of site-specific studies. In the current research investigation, deaggregations of probabilistic seismic hazard models (National Seismic Hazard Model, Canterbury Seismic Hazard Model, and Kaikōura Seismic Hazard Model) and the location-specific seismological characteristics of expected ground motions were used to define eight seismic hazard zonations and accompanying suite profiles for the South Island of New Zealand to satisfy the requirements of the New Zealand structural design standard NZS1170.5 for response-history analyses. Specific records, including 21 from the recent Kaikōura, Darfield, and Christchurch earthquakes, were then selected from publicly-available databases and presented as default suites for use in time-history analyses in the absence of site-specific studies. This investigation encompasses seismic hazards corresponding to 500-year return periods, site classes C (shallow soils) and D (deep soils), and buildings with fundamental periods between 0.4 and 2.0 seconds.
基于性能的地震工程的兴起,再加上为时间历史分析选择记录的复杂性,表明了在缺乏特定场地研究的情况下,结构设计师需要本地化的默认地面运动记录套件。在目前的研究调查中,对概率地震灾害模型(国家地震灾害模型、坎特伯雷地震灾害模型、(Kaikōura地震灾害模型)和预期地震动的位置特定地震特征,为新西兰南岛确定了8个地震危险区和相应的套装剖面,以满足新西兰结构设计标准NZS1170.5的响应历史分析要求。具体记录,包括最近的Kaikōura、达菲尔德和基督城地震的21次记录,然后从公开可用的数据库中选择,并作为默认套件呈现,用于在没有特定地点研究的情况下进行时间历史分析。本次调查包括500年重现周期对应的地震危险,场地等级为C(浅层土壤)和D(深层土壤),以及基本周期在0.4到2.0秒之间的建筑物。
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引用次数: 1
Shear wave velocities of prominent geologic formations in the Nelson-Tasman region 纳尔逊-塔斯曼地区主要地质构造的剪切波速
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2022-03-01 DOI: 10.5459/bnzsee.55.1.43-57
L. Wotherspoon, Rebecca Ryder, A. Stolte
This paper presents the development of representative shear wave velocity profiles for the prominent geologic formations in the Nelson-Tasman region of New Zealand. Shear wave velocity (VS) profiles to depths of up to 100 m were developed at over 50 sites using a combination of active source and passive source surface wave testing. Using this data and regional geologic information, VS-depth functions were developed for six of the prominent geologic formations. Comparison with existing VS-depth functions from New Zealand and international studies highlighted the significantly higher shear wave velocities of the deposits in this region. VS exceeded 750 m/s for the Moutere Gravels and Port Hills Gravels at relatively shallow depths, representative of rock deposits. However, while the Port Hills Gravels transition to a conglomerate rock below depths of 30 m or less, the Moutere Gravel formation is an uncemented clay-bound gravel. The young gravel and sand deposits have VS higher than those from other regions. As the region is thought to have undergone cycles of geologic uplift, the resulting over-consolidation of these deposits could explain the high VS. Horizontal-to-vertical spectral ratio testing was not able to characterise the fundamental site period across the region, likely due to the weak impedance contrast that would exist at the gravel-rock interface at depth. These outcomes highlight the importance of regional geotechnical and geophysical characterisation to constrain the salient features that control potential seismic site amplification and site classification.
本文介绍了新西兰纳尔逊-塔斯曼地区主要地质构造的代表性剪切波速剖面的发展情况。采用主动源和被动源表面波测试相结合的方法,在50多个地点开发了深度高达100米的剪切波速(VS)剖面。利用这些数据和区域地质信息,为六个突出的地质构造开发了VS深度函数。与新西兰现有的VS深度函数和国际研究的比较突出了该地区矿床的剪切波速度明显更高。Moutere砾石和Port Hills砾石的VS超过750 m/s,深度相对较浅,代表岩石矿床。然而,当Port Hills砾石过渡到深度小于等于30m的砾岩时,Moutere砾石地层是未胶结的粘土结合砾石。年轻的砾石和砂矿床的VS高于其他地区的矿床。由于该地区被认为经历了地质抬升的周期,因此这些矿床的过度固结可以解释高VS。水平与垂直频谱比测试无法表征整个地区的基本场地周期,这可能是由于深度处砾石-岩石界面存在弱阻抗对比。这些结果突出了区域岩土工程和地球物理特征的重要性,以限制控制潜在地震场地放大和场地分类的显著特征。
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引用次数: 2
Industry impact of QuakeCoRE Flagship Programme 4 QuakeCoRE旗舰计划对行业的影响
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2022-03-01 DOI: 10.5459/bnzsee.55.1.58-63
matthew fox, J. Keen
QuakeCoRE is one of 10 Centres of Research Excellence funded by the New Zealand Tertiary Education Commission. With a focus on earthquake resilience of communities and societies, it has played a major role in addressing needs identified following the Christchurch Earthquake and other major events over the last decade. QuakeCoRE comprises a number of Flagship Programmes, including Flagship 4, which is entitled “Next-generation infrastructure: Low-damage and repairable solutions.” This paper aims to support turning research into practice by identifying the key areas of Flagship 4 that are likely to have an impact on the industry. Five key areas of impact were identified, based on a review of the published research, engagement with Flagship 4 leadership and the authors’ experience in the industry. For each area identified, summaries of the major research outcomes are provided, along with views as to how these can support the engineering practice.
QuakeCoRE是新西兰高等教育委员会资助的10个卓越研究中心之一。它以社区和社会的抗震能力为重点,在解决克赖斯特彻奇地震和过去十年其他重大事件后确定的需求方面发挥了重要作用。QuakeCoRE包括多个旗舰计划,包括题为“下一代基础设施:低损坏和可修复的解决方案”的旗舰4号。本文旨在通过确定旗舰4号可能对行业产生影响的关键领域,支持将研究转化为实践。根据对已发表研究的回顾、与Flagship 4领导层的接触以及作者在该行业的经验,确定了五个关键的影响领域。对于确定的每个领域,都提供了主要研究成果的摘要,以及这些成果如何支持工程实践的观点。
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引用次数: 0
Re-evaluation of New Zealand seismic hazard for geotechnical assessment and design 新西兰地震危险性岩土工程评估与设计的再评价
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2022-03-01 DOI: 10.5459/bnzsee.55.1.1-14
Misko Cubrinonski, B. Bradley, F. Wentz, A. Balachandra
This paper scrutinises the seismic hazard of New Zealand (NZ) from a geotechnical engineering perspective. The two codified versions of the seismic hazard in NZS1170.5 (structural loading standard) and NZTA Bridge Manual (NZTA-BM) are shown to yield consistently different peak ground acceleration (PGA) hazards throughout NZ. Results from site-specific PSHA for 24 locations in NZ are used to examine key hazard characteristics, including earthquake magnitude and the effects of site conditions (classes) on the PGA hazard. The comparative evaluations show that for most of the locations considered, NZS1170.5 and NZTA-BM overestimate the PGA hazard. However, NZS1170.5, and NZTA-BM in particular, significantly underestimate the PGA hazard for locations that are at a short source-to-site distance from the Hikurangi Subduction Zone (HSZ), and for which HSZ significantly contributes to their hazard. Using the results from this study, an interim PGA hazard is recommended for geotechnical assessment and design in support of the NZ guidelines for geotechnical earthquake engineering practice. The recommended interim PGA hazard is applicable to all site classes without any modification or use of site amplification factors.
本文从岩土工程的角度分析了新西兰的地震灾害。NZS1170.5(结构荷载标准)和NZTA桥梁手册(NZTA- bm)中地震危险性的两个编纂版本显示,在新西兰各地产生一致不同的峰值地面加速度(PGA)危险。来自新西兰24个地点特定PSHA的结果用于检查关键危险特征,包括地震震级和场地条件(类别)对PGA危险的影响。对比评价结果表明,NZS1170.5和NZTA-BM高估了大部分地区的PGA危害。然而,NZS1170.5,特别是NZTA-BM,明显低估了离Hikurangi俯冲带(HSZ)距离较短的地点的PGA危害,而HSZ对这些地点的危害起着重要作用。根据这项研究的结果,建议将临时PGA危害用于岩土工程评估和设计,以支持新西兰岩土地震工程实践指南。推荐的临时PGA危害适用于所有现场类别,无需任何修改或使用现场放大因子。
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引用次数: 2
Recycling of damaged RC frames: Replacing crumbled concrete and installing steel haunches below/above the beam at connections 损坏钢筋混凝土框架的回收:更换破碎的混凝土,并在连接处的横梁下方/上方安装钢支撑
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-12-01 DOI: 10.5459/bnzsee.54.4.282-298
N. Ahmad, Arifullah, B. Ilyas, Sida Hussain
Experimental and numerical studies are presented evaluating the efficacy of a recycling technique applied to a 1:3 reduced scale damaged RC frame. The crumbled concrete at the beam-column connections was replaced with new high-strength concrete. Epoxy mortar was applied at the interface to secure bonding between the old and new concrete. Additionally, the connections were provisioned with steel haunches, applied below and above the beams. The retrofitted frame was tested under quasi-static cyclic loads. The lateral resistance-displacement hysteretic response of the tested frame was obtained to quantify hysteretic damping, derive the lateral resistance-displacement capacity curve, and develop performance levels. The technique improved the response of the frame; exhibiting an increase in the lateral stiffness, resistance and post-yield stiffness of the frame in comparison to the undamaged original frame. This good behaviour is attributed to the steel haunches installed at connections. A representative numerical model was calibrated in the finite element program SeismoStruct. A set of spectrum compatible ground motions were input to the numerical model for response history analysis. The story drift demands were computed for both the design basis and maximum considered earthquakes. Moreover, the technique was extended to a five-story frame, which was evaluated through nonlinear static pushover and response history analyses. Overstrength factor WR = 4.0 is proposed to facilitate analysis and preliminary design of steel haunches and anchors for retrofitting the low-/mid-rise RC frames.
通过实验和数值研究,评估了回收技术应用于1:3缩小比例受损钢筋混凝土框架的效果。梁柱连接处的碎混凝土被新的高强度混凝土取代。在界面处使用环氧砂浆,以确保新旧混凝土之间的粘结。此外,连接处配备了钢制拱腋,应用于梁的下方和上方。改造后的车架在准静态循环载荷下进行了试验。获得了试验框架的横向阻力-位移滞回响应,以量化滞回阻尼,推导出横向阻力-应变能力曲线,并制定性能水平。该技术提高了帧的响应;显示出与未损坏的原始框架相比框架的横向刚度、阻力和屈服后刚度的增加。这种良好的性能归因于安装在连接处的钢制拱腋。在有限元程序SeismStruct中校准了一个具有代表性的数值模型。将一组频谱兼容的地面运动输入到数值模型中,用于响应历史分析。计算了设计基准地震和最大考虑地震的楼层漂移需求。此外,该技术被扩展到一个五层框架,并通过非线性静态推倒和反应历史分析进行了评估。建议采用WR=4.0的超强系数,以便于分析和初步设计用于改造低/中高层钢筋混凝土框架的钢拱腋和锚固件。
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引用次数: 1
Theoretical and experimental evaluation of timber-framed partitions under lateral drift 木框架隔墙在侧向位移作用下的理论与试验评价
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-12-01 DOI: 10.5459/bnzsee.54.4.263-281
Jitendra Bhatta, J. Mulligan, R. Dhakal, T. Sullivan, Hans Gerlich, Frank Kang
This paper identifies the inherent strengths/weaknesses of rigid timber-framed partitions and quantifies the onset drifts for different damage thresholds under bi-directional seismic actions. It reports construction and quasi-static lateral cyclic testing of a multi-winged timber-framed partition wall specimen with details typical of New Zealand construction practice. Furthermore, the cyclic performance of the tested rigid timber-framed partition wall is also compared with that of similar partition walls incorporating ‘partly-sliding’ connectiondetails, and ‘seismic gaps’, previously tested under the same test setup. Based on the experimentally recorded cyclic performance measures, theoretical equations proposed/derived in the literature to predict the ultimate strength, initial stiffness, and drift capacity of different damage states are scrutinized, and some equations are updated in order to alleviate identified possible shortcomings. These theoretical estimates are then validated with the experimental results. It is found that the equations can reasonably predict the initial stiffness and ultimate shear strength of the partitions, as well as the onset-driftscorresponding to the screw damage and diagonal buckling failure mode of the plasterboard. The predicted bi-linear curve is also found to approximate the backbone curve of the tested partition wall sensibly.
本文确定了刚性木框架隔墙的固有强度/弱点,并量化了双向地震作用下不同损伤阈值的起始漂移。报告了一个多翼木框架隔墙试件的施工和准静态横向循环试验,并详细介绍了新西兰施工实践的典型情况。此外,还将测试的刚性木框架隔墙的循环性能与之前在相同测试装置下测试的包含“部分滑动”连接细节和“地震间隙”的类似隔墙进行了比较。基于实验记录的循环性能测量,对文献中提出/推导的用于预测不同损伤状态的极限强度、初始刚度和漂移能力的理论方程进行了仔细审查,并对一些方程进行了更新,以缓解已发现的可能缺点。然后用实验结果验证了这些理论估计。结果表明,该方程可以合理地预测隔墙的初始刚度和极限抗剪强度,以及对石膏板螺旋损伤和斜向屈曲破坏模式的响应。预测的双线性曲线也可以合理地近似于测试隔墙的骨架曲线。
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引用次数: 6
Hybrid posttensioned rocking (HPR) frame buildings: Low-damage vs low-loss paradox 混合后张摇(HPR)框架建筑:低损伤与低损失悖论
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-12-01 DOI: 10.5459/bnzsee.54.4.i-viii
R. Dhakal
The 2010-11 Canterbury Earthquake Sequence inflicted seismic losses worth more than $40B, which is about 25% of the GDP of New Zealand (as per 2011 data). More than 80% of these losses were insured, which comprised of more than $10B covered by the Earthquake Commission (a New Zealand crown entity providing insurance to residential property owners) and more than $22B (comprising of roughly equal split between domestic and commercial claims) by private insurers [1]. The scale of financial impact has been perceived to be disproportionately large given the building regulatory regime in New Zealand is relatively stringent and the earthquakes and aftershocks were of moderate magnitude. As it is well known that some of the major faults spread in the Wellington region and the subduction boundary passing through the centre of New Zealand can generate much bigger earthquakes (upwards of magnitude 8), people are left pondering whether New Zealand is able to cope with the financial impact of larger earthquakes. This fearful realisation gradually led to people being dissatisfied with merely life-safe buildings and demanding more resilient buildings that meet the objectives of performance based design; i.e. suffer less damage, incur less loss, and can remain functional after earthquakes. In light of the extensive building damage resulting in high financial loss in recent earthquakes, practicing engineers and researchers in New Zealand have been advocating for revising the current design approach to improve performance of new structures and infrastructure in future earthquakes [2-5]. As a result, large proportion of buildings constructed in the last decade (including those built to replace earthquake-damaged buildings) have shied away from the traditional damage-friendly ductile structural systems and instead adopted one of the new and emerging structural systems claimed to be “low-damage”. In many cases, the adopted structural systems are not covered by existing design standards and are approved as alternate solutions through expert peer review. The “low-damage” attribute of most structural systems has been validated by component (or sub-assembly) level experimental tests, but their interactions with other building components and implications of their use in buildings have not been rigorously scrutinised. Hence, the rushed adoption of some of these systems in buildings can surprise the engineering community in future earthquakes with mismatch between the expected and real performances of the buildings; akin to what New Zealand engineering fraternity is currently going through due to realisation of poor seismic performance of precast hollow-core flooring system that has been widely used in New Zealand buildings without rigorous scrutiny. One such “low-damage” structural system is precast post-tensioned rocking frames with supplemental energy dissipaters. This paper summarises the development of this structural system, critically reviews the literature reporti
2010-11年坎特伯雷地震序列造成的地震损失超过400亿美元,约占新西兰GDP的25%(根据2011年的数据)。其中80%以上的损失已投保,其中包括地震委员会(一家为住宅业主提供保险的新西兰官方实体)承保的100多亿美元,以及私人保险公司承保的220多亿美元(包括国内和商业索赔的大致相等份额)[1]。鉴于新西兰的建筑监管制度相对严格,地震和余震震级中等,金融影响的规模被认为不成比例。众所周知,惠灵顿地区的一些主要断层和穿过新西兰中心的俯冲边界可能会引发更大的地震(8级以上),人们不得不思考新西兰是否有能力应对更大地震的财务影响。这种恐惧的认识逐渐导致人们对仅仅是生命安全的建筑感到不满,并要求更具弹性的建筑满足基于性能的设计目标;即遭受较少的破坏,遭受较少的损失,并且在地震后可以保持功能。鉴于最近的地震对建筑物造成了广泛的破坏,导致了高昂的经济损失,新西兰的执业工程师和研究人员一直主张修改当前的设计方法,以提高新结构和基础设施在未来地震中的性能[2-5]。因此,在过去十年中建造的大部分建筑(包括为取代地震受损建筑而建造的建筑)都避开了传统的损伤友好型延性结构系统,而是采用了一种新出现的声称“低损伤”的结构系统。在许多情况下,采用的结构系统不在现有设计标准的范围内,而是通过专家同行评审批准为替代解决方案。大多数结构系统的“低损伤”特性已经通过组件(或子组件)级实验测试得到了验证,但它们与其他建筑组件的相互作用以及在建筑中使用的影响尚未得到严格审查。因此,在未来的地震中,建筑中仓促采用其中一些系统可能会让工程界感到惊讶,因为建筑的预期性能和实际性能不匹配;类似于新西兰工程界目前正在经历的情况,因为人们意识到预制空心地板系统的抗震性能较差,该系统在新西兰建筑中广泛使用,没有经过严格审查。一种这样的“低损伤”结构系统是带有补充消能器的预制后张摇摆框架。本文总结了该结构系统的发展,批判性地回顾了报告该系统抗震性能的文献,并定性地评估了其在建筑中使用的系统级影响。本文旨在更好地告知工程师使用该结构系统的建筑可能的抗震性能,以便他们能够通过适当考虑其对其他建筑构件的影响来优化其效益。
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引用次数: 1
The oscillation resistance ratio (ORR) for understanding inelastic response 用振荡阻力比(ORR)来理解非弹性响应
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-12-01 DOI: 10.5459/bnzsee.54.4.299-312
Hossein Soleimankhani, G. MacRae, Tim Sullivan
Single-storey systems with different hysteretic characteristic are subjected to impulse-type short duration and long duration earthquake records to investigate the effects of hysteretic behaviour and ground motion characteristics on the seismic response. EPP, bilinear, Takeda, SINA, and flag-shaped hysteretic models loops are considered and an energy approach is taken to explain the inelastic behaviour. The first part of the work is based on analyses of the single-storey systems without any torsion, however; torsional irregularity is considered in the later analyses. It is shown that structures with the same backbone curve, but different hysteretic characteristics, tend to experience the same maximum response under short duration earthquake records, where there is one major displacement excursion. The likelihood of further displacement in the reverse (i.e. negative) direction is characterized using energy methods and free vibration analyses along with a new proposed “oscillation resistance ratio (ORR)” are employed to improve the understanding of the seismic response. Hysteretic models with low ORR, such as SINA and flag-shaped, are shown to have a greater likelihood of higher absolute displacement response in the negative direction compared with those with fatter hysteretic loops. The understanding of the response in terms of energy reconciles some differences in the ability of initial stiffness versus secant stiffness based methods to predict peak displacement demands with account for different ground motion characteristics. The same peak displacements in the primary direction was also observed for structures with stiffness/strength eccentricities under an impulse-type earthquake record. However, during unloading, the elastic energy stored in the out-of-plane elements is released causing greater displacement on the weak side in the reverse direction.
对具有不同滞回特性的单层体系进行脉冲型短时和长时地震记录,研究滞回特性和地震动特性对地震反应的影响。考虑了EPP、双线性、Takeda、SINA和旗形滞回模型回路,并采用能量方法来解释非弹性行为。然而,第一部分的工作是基于对没有任何扭转的单层系统的分析;在后面的分析中考虑了扭转不规则性。结果表明,具有相同主干曲线但迟滞特性不同的结构,在存在一次大位移偏移的短持续时间地震记录下,往往具有相同的最大响应。利用能量方法表征了反向(即负)方向进一步位移的可能性,并采用自由振动分析以及新提出的“振荡阻力比(ORR)”来提高对地震反应的理解。具有低ORR的滞回模型,如SINA和旗形滞回模型,与具有较宽滞回环的滞回模型相比,在负方向上具有更高的绝对位移响应的可能性更大。对能量响应的理解调和了初始刚度与基于割线刚度的方法在预测峰值位移需求方面的一些差异,并考虑了不同的地面运动特性。在脉冲型地震记录下,具有刚度/强度偏心率的结构在初级方向上也观察到相同的峰值位移。但在卸载过程中,储存在面外单元中的弹性能被释放,导致弱侧反方向发生较大位移。
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引用次数: 4
Seismic design of acceleration-sensitive non-structural elements in New Zealand: State-of-practice and recommended changes 新西兰加速度敏感非结构构件的抗震设计:实践现状和建议的变化
IF 1.7 Q4 ENGINEERING, GEOLOGICAL Pub Date : 2021-12-01 DOI: 10.5459/bnzsee.54.4.243-262
M. Rashid, R. Dhakal, T. Sullivan
Acceleration-sensitive non-structural elements not only constitute a significant portion of a building’s component inventory, but also comprise components and systems that are indispensable to the operational continuity of essential facilities. In New Zealand, Section 08 of the seismic loadings standard, NZS 1170.5: Earthquake Actions, and a dedicated standard, NZS 4219: Seismic Performance of Engineering Systems in Buildings, address the seismic design of non-structural elements. This paper scrutinizes the design provisions for acceleration-sensitive non-structural elements in NZS 1170.5 and NZS 4219, and provides an international perspective by comparing with the design provisions for non-structural elements specified in ASCE 7-16, the latest ATC approach and Eurocode 8. This is followed by a detailed discussion on the improvements required for component demand estimation, the need for design criteria that are consistent with performance objectives, definition of realistic ductility factors, and recommendations for the future way forward in the form of an improved design procedure and its application through a new seismic rating framework.
加速度敏感的非结构元件不仅构成了建筑物组件清单的重要部分,而且还包括对基本设施的运行连续性不可或缺的组件和系统。在新西兰,地震荷载标准第08节NZS 1170.5:地震作用,以及专门的标准NZS 4219:建筑工程系统的抗震性能,涉及非结构元件的抗震设计。本文详细审查了NZS 1170.5和NZS 4219中对加速度敏感的非结构元件的设计规定,并通过与ASCE 7-16、最新的ATC方法和欧洲规范8中规定的非结构元件的设计规定进行比较,提供了一个国际视角。随后详细讨论了组件需求评估所需的改进,与性能目标一致的设计标准的需求,现实延性因素的定义,以及以改进设计程序的形式提出的未来发展方向的建议,并通过新的地震等级框架将其应用。
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引用次数: 6
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Bulletin of the New Zealand Society for Earthquake Engineering
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