Collapse Mechanism of New Wood House Desinged According With Minimum Seismic Provisions of Current Japan Building Standard Law

Isoda, Hiroshi; Hirano, Shigeru; Miyake, Tatsuya; Furuya, Osamu; Minowa, Chikahiro

doi:10.3130/aijs.72.167

Cited by 16 publications

(8 citation statements)

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“…3. Comparison of the GH08 and GA09 correlation models for spectral acceleration at 0.3 s. et al [41] did not collapse after experiencing the maximum interstory drift ratio of 0.08-0.09, while it was reported in [42] that structural collapse generally occurs after experiencing the maximum inter-story drift ratio of 0.15-0.20. Another important thing is that severely damaged but not-collapsed structures may be demolished in the rehabilitation process, because of infeasible repair operations from technical and financial viewpoints.…”

Section: Spatial Correlation Modelmentioning

confidence: 94%

Seismic loss estimation of wood-frame houses in south-western British Columbia

Goda¹,

Atkinson²,

Hong³

2011

Structural Safety

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Section: Spatial Correlation Modelmentioning

confidence: 94%

Seismic loss estimation of wood-frame houses in south-western British Columbia

Goda¹,

Atkinson²,

Hong³

2011

Structural Safety

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“…More shake-table tests, reaching high drift ratios close to the collapse limit of a structure (e.g. maximum inter-story drift ratios of about 0.1-0.2 according to [17]) are desirable; however, given the economical and time constraints in experimental programs, reliance on the currently available test results and partially validated structural models should be deemed as acceptable.…”

Section: Introductionmentioning

confidence: 99%

Seismic performance of wood‐frame houses in south‐western British Columbia

Goda

Atkinson

2010

Earthq Engng Struct Dyn

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The seismic performance of conventional wood-frame structures in south-western British Columbia is analytically investigated through incremental dynamic analysis by utilizing available UBC-SAWS models, which were calibrated based on experimental test results. To define an adequate target response spectrum that is consistent with information from national seismic hazard maps, record selection/scaling based on the conditional mean spectrum (CMS) is implemented. Furthermore, to reflect complex seismic hazard contributions from different earthquake sources (i.e. crustal events, interface events, and inslab events), we construct CMS for three earthquake types, and use them to select and scale an adequate set of ground motion records for the seismic performance evaluation. We focus on the impacts of adopting different record selection criteria and of using different shear-wall types (Houses 1-4; in terms of seismic resistance, House 1 > House 2 > House 3 > House 4) on the nonlinear structural response. The results indicate that the record selection procedures have significant influence on the probabilistic relationship between spectral acceleration at the fundamental vibration period and maximum inter-story drift ratio, highlighting the importance of taking into account response spectral shapes in selecting and scaling ground motion records. Subjected to ground motions corresponding to the return period of 2500 years, House 1 is expected to experience very limited extent of damage; Houses 2 and 3 may be disturbed by minor damage; whereas House 4 may suffer from major damage occasionally. Finally, we develop statistical models of the maximum inter-story drift ratio conditioned on a seismic intensity level for wood-frame houses, which is useful for seismic vulnerability assessment.is relatively high, in comparison with other regions of Canada, and hence, potential urban seismic risk is a serious concern. More than 50% of the population in BC lives in the Lower Mainland region, and residential wood-frame buildings are the most prevalent construction type. About 40% of the wood-frame buildings were built before 1970, 25 and 21% were built in the 1970s and 1980s, respectively, and about 14% were constructed after 1990 [1]. Many wood-frame buildings in the region are non-engineered and may lack sufficient post-yield seismic resistance, as the adoption of the National Building Code of Canada (NBCC) by municipalities in BC was not approved until 1973. Thus vulnerability assessment of wood-frame buildings provides home owners, business proprietors, and emergency officials in local municipalities with valuable information about regional urban seismic risk.The main objectives of this study are twofold: (1) to assess the seismic performance of typical wood-frame houses in south-western BC, and (2) to develop a probabilistic prediction model of the inelastic seismic demand for these houses. For analysis, we adopt structural models that were developed by White and Ventura [2] based on the computer program SAWS [3]. It should be emph...

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“…It is noteworthy that there exists signifi cant uncertainty in the estimation of the collapse/ultimate capacity of wood-frame structures. In shake-table experiments, structures tested by White and Ventura (2006) did not collapse after experiencing the maximum inter-story drift ratio of 0.08-0.09, while Isoda et al (2007) reported that structural collapse generally occurs after experiencing the maximum inter-story drift ratio of 0.15-0.20. Another relevant issue is that severely damaged but notcollapsed structures may be demolished in the rehabilitation process, because of infeasible repair operations from technical and economic viewpoints.…”

Section: Seismic Vulnerability and Loss Assessment Of Wood-frame Housesmentioning

confidence: 95%