Figure 7
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The Robust Building Systems (ROBUST) project is aimed at enhancing the seismic resilience of buildings by introducing and validating low-damage concepts for the structural and non-structural elements (NSEs). A three-story, full-scale, structural steel building will be tested at the International Joint Research Laboratory of Earthquake Engineering (...
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... light of the above, 'alternative' detailing for partition walls is being explored at the University of Canterbury to minimize the vertical gaps between the gypsum boards and between partition walls and the boundary elements (for example columns, orthogonal partition walls, etc.). Partition walls having 'L' and 'T' configurations with different details will occupy the first floor of the test structure (Figure 7). ...
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This report presents the observations and findings following the 2017 Puebla earthquake that occurred in Mexico on September 19th, 2017. The reconnaissance mission was a collaboration between the New Zealand Society of Earthquake Engineering (NZSEE), the Universidad Autónoma Metropolitana (UAM) Azcapotzalco,the American Concrete Institute (ACI) Dis...
![Fig. 7 -Damaged partition walls [3,13,40]](profile/Rajesh-Dhakal-2/publication/344385510/figure/fig2/AS:940179061755905@1601167564459/Damaged-partition-walls-3-13-40_Q320.jpg)
The Robust Building Systems (ROBUST) project is aimed at enhancing the seismic resilience of buildings by introducing and validating low-damage concepts for the structural and non-structural elements (NSEs). A three-story, full-scale, structural steel building will be tested at the International Joint Research Laboratory of Earthquake Engineering (...
Suitability of height amplification factors for seismic assessment of existing unreinforced masonry components", Journal of Earthquake Engineering, ABSTRACT The suitability of 'design' height amplification factors (HAF) for the purpose of seismic assessment of existing non-structural unreinforced masonry (URM) components with known strength was eva...
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... The construction industry is the main source of greenhouse gas emissions, which ar reported to be 30-40% of total energy consumption and 40% of solid waste [85]. As pe the UN Environmental Global Status Report 2018, a double floor area is expected by 2060 which will increase CO2 emissions substantially [93]. Life cycle assessment (LCA) and sus tainability are estimated on the average service life of a building; buildings develop th infrastructure, but urbanization causes environmental pollution. ...
... The construction industry is the main source of greenhouse gas emissions, which are reported to be 30-40% of total energy consumption and 40% of solid waste [85]. As per the UN Environmental Global Status Report 2018, a double floor area is expected by 2060, which will increase CO 2 emissions substantially [93]. Life cycle assessment (LCA) and sustainability are estimated on the average service life of a building; buildings develop the infrastructure, but urbanization causes environmental pollution. ...
Purpose: This paper conducts a review of the different research carried out recently on the behavior of non-structural elements (NSEs) and the life cycle assessment (LCA) during an earthquake. It focuses on the study conducted recently and identifies the gaps and way forward for future work. Methods: A systematic literature review was carried out among the different research works. The proposed literature review includes (i) identifying the recent research work using the keywords in available search engines, (ii) studying different research papers and selecting the relevant papers only, and (iii) vulnerability and LCA for NSEs and their research gaps. Results and discussions: A summary is given of the importance and type of NSEs under earthquakes, including life cycle cost assessment for NSE, environment life cycle assessment (ELCA) and social life cycle assessment (SLCA) for different facilities and the embodied energies. Conclusions and recommendations: This paper highlights the problems associated with NSEs. For new constructions, modifications to improve the performance of NSEs, particularly infill walls are under research, however for old buildings, their location is also vital. Numerical methods are performed using different tools available; however, implementation is a big challenge to economize the life cycle and its impact on the community.
... Therefore, further investigations on the seismic performance of these panels in a multistory structure under quasi-static drift demands have also been conducted, and the results will be made available through a separate paper. To provide the final proof-of-concept, a dynamic test on a full-scale multi-level 'rocking' panel system in a three-story steel structure has been planned at the International Joint Research Laboratory of Earthquake Engineering (ILEE) at Tongji University (Dhakal et al. , 2019. ...
This paper experimentally investigates the seismic performance of an innovative ‘rocking’ precast concrete cladding panel system. Quasi-static cyclic loading tests were conducted on a sub-assembly of three ‘rocking’ panel pairs attached to a 3D steel structure, with and without sealant in the vertical joints between adjacent panels. The sub-assembly included a flat panel pair, an L-shaped panel pair and an oblique corner panel pair. Although the loading was applied in a single direction, the alignments of the panel pairs allowed scrutinizing their in-plane, out-of-plane and bi-directional performances.
The test results validated the low-damage attributes of the novel cladding system, which was able to accommodate large cyclic drifts with minor physical damage to the panels and their connections with the structures. Up to a cyclic drift of 4.0%, the only forms of damage observed were tearing of the sealants in between the panel pairs, dislocation of backer rods behind some sealants, dislodgement of a grout piece, and loosening of a nut supporting a corner panel. All these forms of damage are minor and repairable, which can be avoided by making some minor changes to the details of the system.
... In New Zealand, there has been greater awareness of the importance of seismic design of NSEs in buildings as a result of the experience of 2010-2011 Canterbury earthquakes, the 2013 Seddon earthquake and the 2016 Kaikoura earthquake. These experiences provided the impetus to improve the seismic performance of non-structural elements (SPONSE), which in turn, has led to a significant amount of research on performance characterization of traditionally designed and installed NSEs, and laid the foundation for the development of low-damage designs for different NSEs [6][7][8][9][10][11][12][13][14][15][16][17][18]. Despite these efforts, the NZ construction industry still faces significant issues related to seismic design and installation of NSEs [19,20]. ...
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.
... In New Zealand, there has been greater awareness of the importance of seismic design of NSEs in buildings as a result of the experience of 2010-2011 Canterbury earthquakes, the 2013 Seddon earthquake and the 2016 Kaikoura earthquake. These experiences provided the impetus to improve the seismic performance of non-structural elements (SPONSE), which in turn, has led to a significant amount of research on performance characterization of traditionally designed and installed NSEs, and laid the foundation for the development of low-damage designs for different NSEs [6][7][8][9][10][11][12][13][14][15][16][17][18]. Despite these efforts, the NZ construction industry still faces significant issues related to seismic design and installation of NSEs [19,20]. ...
... In New Zealand, there has been greater awareness of the importance of seismic design of NSEs in buildings as a result of the experience of 2010-2011 Canterbury earthquakes, the 2013 Seddon earthquake and the 2016 Kaikoura earthquake. These experiences provided the impetus to improve the seismic performance of non-structural elements (SPONSE), which in turn, has led to a significant amount of research on performance characterization of traditionally designed and installed NSEs, and laid the foundation for the development of low-damage designs for different NSEs [6][7][8][9][10][11][12][13][14][15][16][17][18]. Despite these efforts, the NZ construction industry still faces significant issues related to seismic design and installation of NSEs [19,20]. ...
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.
Lessons from recent earthquakes have provided a tough reality check of the traditional seismic design approach and technologies, highlighting the urgent need for a paradigm shift of performance-based design criteria and objectives toward low-damage design philosophy and technologies for the whole building system. Modern society is asking for “earthquake proof” resilient buildings that are able to withstand seismic events without compromising their functionality. The EU-funded SERA (Seismology and Earthquake Engineering Research Infrastructure Alliance for Europe Project) project discussed in this paper pro-vided the opportunity to develop and validate within the European context an integrated seismic low-damage prototype, including main structure and non-structural elements, for the next generation of high-performance buildings. This paper presents an overview of the research, involving three-dimensional shake table tests of a two-storey 1:2 scaled timber-concrete post-tensioned dissipative low-damage structure “dressed” by earthquake-resistant gypsum/masonry partitions and glass/concrete facades. Specimen details, construction and assembly phases, test setup, and experimental results are discussed. After many cycles of input motions at increasing levels of seismic intensity (higher than Collapse Prevention Limit State), the integrated building system exhibited a very high seismic performance. The experimental campaign carried out at the NationalLaboratoryofCivilEngineeringinLisbonconfirmedtheuniquepotentialoflow-damage technologies and the opportunity for their widespread implementation into design practice.
Recent earthquake events in New Zealand have highlighted the need to improve the post-earthquake reparability of buildings. This paper describes a number of avenues for improving the post-earthquake reparability of buildings and reviews a number of recent and ongoing efforts to improve post-earthquake reparability in New Zealand. Attention is given to the role that non-structural elements play in the reparability of buildings. The work explains how the design and detailing of non-structural elements can be enhanced to achieve improved reparability. To reduce the vulnerability of drift-sensitive non-structural elements, such as plasterboard partition walls, a number of alternative detailing strategies are under development. For acceleration-sensitive components such as ceilings and suspended piping, issues with the industry design, installation and inspection provisions are highlighted and ongoing research aimed at understanding system interaction effects is discussed. The last part of the paper proposes different ways of improving reparability during the conceptual design of a building. Various possibilities are identified, such as the definition of inspection and repair criteria and the relocation of non-structural elements away from structural locations to improve access to non-structural elements. It is concluded that by considering potential inspection and repair needs during concept design, considerable time and repair cost could be saved following intense earthquake shaking, with considerable socio-economic benefits for the community.
