Evaluation of ground deformations induced by the 1999 Kocaeli earthquake (Turkey) at selected sites on shorelines

Aydan, Ömer; Ulusay, Reşat; Atak, Veysel Okan

doi:10.1007/s00254-007-0803-x

Cited by 38 publications

(18 citation statements)

References 15 publications

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“…There may be different forms of constitutive laws for the slip surface (i.e., Aydan et al 2006Aydan et al , 2008Aydan and Ulusay 2002). The simplest model to implement would be elastic-brittle plastic.…”

Section: Mechanical Model For Estimating Post-failure Motionsmentioning

confidence: 99%

“…The potential for instability of natural and man-made slopes depends on geological, hydrogeological, geographical, geotechnical, environmental and seismological factors (Aydan et al 1992(Aydan et al , 2006(Aydan et al , 2008(Aydan et al , 2009a. Large landslides are often complex, and they may pass from a slump to a flow (Ulusay et al 2007).…”

Section: Introductionmentioning

confidence: 97%

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Kita-Uebaru natural rock slope failure and its back analysis

Tokashiki¹,

Aydan

2010

Environ Earth Sci

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A large landslide occurred in Kita-Uebaru (or Asato) area of Nakagusuku village in Okinawa Island (Japan) on 10 June 2006 after a rainy period of about 9 days. The total rainfall was 126 mm from June 8 till the time of the landslide this period. This landslide destroyed several buildings and roads, and the total travel distance of the landslide was about 110 m. In this article, the authors were concerned with the initiation conditions of Kita-Uebaru landslide and post-failure motions of the landslide body. The observations made in the landslide area, structural geology analyses and outcomes of geotechnical investigations are described first. Then, possible causes of the landslide are investigated through back analyses using as inputs the geological structure and the strength properties of planes of discontinuities involved in the sliding processes. The final part of the article is concerned with the simulation of post-failure motions of the landslide body. The results of the investigations and back analyses indicate that the failure plane was bi-planar and the heavy torrential rainy period for about 3 days was the main cause of initiation of the landslide. The mechanical model presented in this article was capable of capturing the overall features of the landslide body following the initiation of the failure.

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Section: Mechanical Model For Estimating Post-failure Motionsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 97%

Kita-Uebaru natural rock slope failure and its back analysis

Tokashiki¹,

Aydan

2010

Environ Earth Sci

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“…Some of the most massive liquefaction effects worldwide were also induced by the 1964 M9.2 Alaska earthquake (Waller, 1966;Seed, 1968) and by the 1964 M7.5 Niigata earthquake (Seed and Idriss, 1967), as well as by the 1810-1811 M8 New Madrid earthquakes (Obermeier, 1989), the 1995 M6.9 Kobe (Japan), the 1999 M7.5 Chi-Chi (Taiwan) and the 1999 M7.4 Izmit (Turkey) earthquakes (Elgamal et al, 1996;Wang et al, 2003;Wong et al, 2007;Aydan et al, 2008).…”

Section: Introductionmentioning

confidence: 99%

Liquefaction susceptibility assessment in fluvial plains using airborne lidar: the case of the 2012 Emilia earthquake sequence area (Italy)

Civico

Brunori

Martini

et al. 2015

Nat. Hazards Earth Syst. Sci.

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Abstract. We report a case study from the Po River plain region (northern Italy), where significant liquefaction-related land and property damage occurred during the 2012 Emilia seismic sequence. We took advantage of a 1 m pixel lidar digital terrain model (DTM) and of the 2012 Emilia coseismic liquefaction data set to (a) perform a detailed geomorphological study of the Po River plain area and (b) quantitatively define the liquefaction susceptibility of the geomorphologic features that experienced different abundance of liquefaction. One main finding is that linear topographic highs of fluvial origin -together with crevasse splays, abandoned riverbeds and very young land reclamation areas -acted as a preferential location for the occurrence of liquefaction phenomena. Moreover, we quantitatively defined a hierarchy in terms of liquefaction susceptibility for an ideal fluvial environment. We observed that a very high liquefaction susceptibility is found in coincidence with fluvial landforms, a high-tomoderate liquefaction susceptibility within a buffer distance of 100 and 200 m from mapped fluvial landforms and a low liquefaction susceptibility outside fluvial landforms and relative buffer areas. Lidar data allowed a significant improvement in mapping with respect to conventionally available topographic data and/or aerial imagery. These results have significant implications for accurate hazard and risk assessment as well as for land-use planning. We propose a simple geomorphological approach for liquefaction susceptibility estimation. Our findings can be applied to areas beyond Emilia that are characterized by similar fluvial-dominated environments and prone to significant seismic hazard.

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“…From Figure 5, the grain size distribution from two samples of sand layer in 1 m and 4 m depth of DB-1 (blue line) stand on the liquefied soil zone [9]. It means that the sand layer potentially high to be liquefied.…”

Section: Soil Characteristics and Stratigraphymentioning

confidence: 95%

Liquefaction potential analysis on runway construction based on soil engineering properties

2020

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The term of liquefaction refers to a liquefied soil phenomenon during an earthquake causing the loss of soil bearing capacity. In general, liquefaction occurs in loose sandy soil with saturated condition triggered by an earthquake with Peak Ground Acceleration greater than 0.25 g. This research aim to analyze the liquefaction potential of runway construction which located on loose sandy soil area. The analysis of liquefaction potential is based on borelog data, grain size distribution, soil physical properties, and earthquake risk map. The liquefaction potential was obtained by calculating the liquefaction probability in one dimension analysis determined as safety factor. Settle 3D is also applied in this research. The results show that the liquefaction potentially occurs in sand soil layer at 0-6 meters depth with safety factor 0.11-1.06 from manual calculation and 0.19-1.1 from Settle 3D. This result represents high probability of liquefaction at runway construction area, so that the liquefaction prevention method is needed.

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Evaluation of ground deformations induced by the 1999 Kocaeli earthquake (Turkey) at selected sites on shorelines

Cited by 38 publications

References 15 publications

Kita-Uebaru natural rock slope failure and its back analysis

Kita-Uebaru natural rock slope failure and its back analysis

Liquefaction susceptibility assessment in fluvial plains using airborne lidar: the case of the 2012 Emilia earthquake sequence area (Italy)

Liquefaction potential analysis on runway construction based on soil engineering properties

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