By Takaji Kokusho
Earthquake Geotechnical Case Histories for Performance-Based Design is a suite of 26 case histories, every one learn containing well-instrumented geotechnical and earthquake info. The ebook is meant to function a reference paintings, because it incorporates a universal scale to advance and enforce layout methodologies and numerical analyses, in order that their reliability will be evaluated. each one case heritage comprises web site characterization, earthquake motions and outlines of failure as quantitative as attainable. anywhere on hand, electronic information on earthquake documents and different info linked to person circumstances are provided within the connected CD-ROM as textual content documents EARTHQUAKE GEOTECHNICAL CASE HISTORIES FOR PERFORMANCE-BASED layout could be helpful to researchers in earthquake geotechnical engineering, working towards geotechnical engineers, in addition to engineers and researchers attracted to numerical analysis.
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The saturation ratio is correspondingly higher for Units 3 and 4. Fines content varied from 5 to 15%, and is slightly higher for the Unit 3 (10 to 20%), contributing to a high relative density near the unit. 2 Distance from the building and physical properties of backfill soil As described earlier, boreholes were drilled at three locations at different distances from the building of the Units 1 and 4. 1 above are shown in Figures 38 and 39. In all of the boreholes near the Unit 1 building, N-values are high at depths of 10 to 15 m below ground level and at greater depths.
25 0. 20 0. 15 0. 10 0. 05 0. 00 1 10 100 1000 Number Number of cycles of cycles of loading of loading Nc Nc Figure 42. Liquefaction strength of saturated soil (backfill soil around Unit 1 emergency intake channel). 28 6 SUMMARY The findings of a survey on the subsidence of backfill soil, caused by the earthquake at the Kashiwazaki-Kariwa Nuclear Power Station are summarized as follows: (1) Subsidence of soil increases as the distance from the building decreases, and reaches maximum at the boundary between the soil and the building.
Using simple calculation, the estimated landslide volume is about 20–25 million m3 . 9 km. To evaluate if such long runout distance is unusual, the fahrböschung (Heim, 1932) is calculated. , φave = arctan(H /L) (see box in Fig. 9). Heim (1932) noted that, should one analyze the motion of a sliding block with constant frictional resistance from one end of the profile to the other, the frictional coefficient would theoretically equal tan (φave ). Fahrböschung is therefore sometimes called the “equivalent frictional angle” of the slide.
Earthquake Geotechnical Case Histories for Performance-Based Design: ISSMGE TC4 2005-2009 Term Volume by Takaji Kokusho