The earthquake damage surveys focused on locations near the fault rupture zone of the mainshock, i.e., Mashiki Town, Nishihara Village, and Minami Aso Village. A fault deformation and surface rupture in Nishihara Village were investigated at Location 7 in Figure 11B. (2013). The results show declining trends of the intra-event spatial correlation as a function of separation distance. To investigate the site amplification at KMMH16 in detail, the borehole-to-surface ratios of Fourier amplitude spectra (Ghofrani et al., 2013) are computed for all 20 earthquakes that are analyzed as part of this study. 04/14/2016 9:26pm: The “foreshock” (F) Liquefaction site at Kumamoto port (location 4 in region 1). For the 2016 Kumamoto earthquakes, an extensive set of ground motion data is available. Two huge earthquakes struck Kumamoto, Japan, in April 2016, forcing residents to evacuate. Figure 14 shows examples of building damage classifications from the survey. [Damage to students’ houses] Due to damage to the control gate for releasing water, a large volume of the stored water had leaked accidentally after the mainshock; no fatalities/casualties were reported to have been caused due to this damage. Another important aspect of the selected records is that KMMH16 is in the hanging wall region of the mainshock (i.e., within a projected fault plane on the ground surface), and thus intense ground shaking was observed during the mainshock. / 09:48 / Intensity 6-lower / Kumamoto region in Kumamoto Prefectu. The most recent seismic hazard assessment by the Headquarters for Earthquake Research Promotion (2016) has taken into account rupture scenarios from the Futagawa and Hinagu faults. Along the moat of the castle, cracks were observed on the side walk and minor lateral spreading was observed (some buildings tilted toward the moat). 2016 Kumamoto earthquake Focal Area by GSI ja.svg 700 × 700; 271 KB 2016 Kumamoto earthquake Mashiki-cho 06.JPG 3,264 × 2,448; 2.4 MB 2016 Kumamoto earthquakes (Magnitude).svg 618 … Similarly to the Futagawa fault, there is a possibility that all three segments of the Hinagu fault could rupture simultaneously, resulting in an Mw 7.7–8.0 earthquake. For the vertical component (Figure 7D), very consistent site amplification is observed at periods less than 1.0 s, while the surface-to-borehole spectral ratios become more variable at longer periods. In this section, characteristics of observed ground motions in the Kumamoto region are investigated by focusing on: (i) strong motion characteristics in the near-fault region, (ii) regional ground motion characteristics and orientations of the major response axis with respect to the fault strike direction, (iii) comparison of observed ground motion recordings with an existing ground motion prediction equation (GMPE), and (iv) estimation of ground motion parameters at unobserved locations. The primary damage was due to the intense shaking and ground deformation of the foreshock-mainshock sequence (which occurred only 28 h apart). Figure 10. (2016). (2009)]. Guo, Z., and Ogata, Y. Figure 1A shows the Futagawa fault segment and the Hinagu (Takano-Shirahata) fault segment, based on the active fault database by the National Institute of Advanced Industrial Science and Technology (2016). Recipe for predicting strong ground motion from crustal earthquake scenarios. model includes several adjustment parameters to refine the prediction, such as faulting mechanism and regional factor. Pure Appl. In the figures, to show the confidence interval of the Boore et al. Furthermore, typical decaying behavior for spatial correlation of the ground motion residuals was obtained as a function of inter-station distance. [Earthquakes with a seismic intensity of at least low-6 that occurred at 21:26 on April 14 and after], April 14 / 21:26 / Intensity 7 / Kumamoto region in Kumamoto Prefecture Okada, Y. Soc. George Ho 01:00, 16 April 2016 (UTC) 2016 Kumamoto Earthquake Main Page. To improve the accuracy of ground motion estimation at unobserved locations, one can use both model predictions and observed ground motions nearby a site of interest by taking into account spatial correlation of ground motions (Goda and Hong, 2008; Bhattacharya and Goda, 2013). Another important factor appeared to be the proximity to rivers (see Figure 15). doi:10.1007/s10518-012-9348-9. The JMA catalog was obtained from http://www.hinet.bosai.go.jp/, and ground motion data were obtained from http://www.kyoshin.bosai.go.jp/. In the same area, Oogiribata bridge, a curved 5-span steel girder bridge constructed in 2000, was damaged significantly. Locations of earthquake damage surveys: (A) region 1, (B) region 2, and (C) region 3. (B) Velocity time-histories for the foreshock at KMMH16. No use, distribution or reproduction is permitted which does not comply with these terms. (B) Route 57 blockage due to the landslide near Aso bridge (location 11 in Region 3). Completely destroyed 15 students On April 14 and 16, 2016, two consecutive earthquakes with a peak seismic intensity of 7, The survey was based on external visual inspections of buildings; building damage severity was assigned based on the earthquake damage grade categories that are similar to the EMS-98 guideline (Grünthal, 1998). Several cultural heritages (e.g., Kumamoto Castle and Aso Shrine) were also damaged severely due to the earthquakes. It is important to note that the major response directions at short-vibration periods for KMMH16 coincide with the directions of many collapsed houses in Mashiki Town. Local/neighbour NICU teams and the disaster-communication team of a neonatal academic society cooperated to evacuate 38 newborn infants from the ward. The use, distribution or reproduction in other forums is permitted, provided the original author(s) or licensor are credited and that the original publication in this journal is cited, in accordance with accepted academic practice. Focal mechanisms for the earthquake indicate slip occurred on either a left-lateral fault striking to the northwest, or on a right-lateral fault striking northeast. The external RC frames of this city office suffered major damage, and the building was closed at the time of the survey. Seismol. Tawarayama tunnel was also damaged due to the mainshock and was not passable at the time of the survey. doi:10.1785/0120060194. National Institute of Advanced Industrial Science and Technology. The contents of this website are English translation of the Japanese website of “2016 Kumamoto Earthquakes and related information“, the Geological Survey of Japan (GSJ), AIST. The survey results by Dr. Kiyota can be found in http://www.gdm.iis.u-tokyo.ac.jp/index_e.html. Influential factors of the earthquake damage occurrence include the construction material (timber versus steel/RC), construction age (old versus modern constructions), geological/geographical condition (e.g., proximity to rivers). To examine the correlation between observed surface ruptures and building damage, videos taken from a UAV (unmanned aerial vehicle) that were provided by the GSI were analyzed. Irikura, K., and Miyake, H. (2011). General Insurance Association of Japan. A simple evaluation method of seismic resistance of residential house under two consecutive severe ground motions with intensity 7. Seismol. (A) Finite-fault models by Geospatial Institute of Japan (GSI) (2016) for the foreshock and mainshock. 95, 745–750. The main results from the earthquake data analyses for the Kumamoto events are as follows: 1. The results are shown in Figures 7B–D; the borehole-to-surface spectral ratio curves are categorized into four groups, i.e., foreshock, events that occurred between the foreshock and the mainshock, mainshock, and events that occurred after the mainshock. Along Road 28, many buildings were severely damaged or had collapsed. According to the seamless digital geological map of Japan7, geological conditions near the Mashiki town office can be broadly categorized into two areas; geology of the northern part of Mashiki Town consists of deposits from pyroclastic flow of volcanic eruptions, while that of the southern part of Mashiki Town is formed by river terrace deposits. These are favorable changes produced as a result of experiencing the Kumamoto Earthquakes. At Tawarayama bridge near the tunnel, similar abutment/ground failures were observed. Buildings completely destroyed 8,241 buildings Grünthal, G. (1998). The main objective of the surveys was to assess the earthquake damage to buildings and infrastructure in relation to experienced fault rupture deformation and ground shaking. Today marks the one year anniversary of the Kumamoto Earthquake. However, it is not known whether the 2016 Kumamoto earthquakes … Table 1. Subsidence of about 1.0–1.5 m was observed, depending on the locations. Aso bridge was a steel reversed Langer bridge constructed in 1970 crossing over Kurokawa river, and was a part of the regional road network, connecting the Tateno district and the Kurokawa district of Minami Aso Village (i.e., outside and inside of Aso Caldera). (C) Shear fracture of bridge support underneath Oogiribata bridge (location 8 in region 2). For the estimation procedure outlined in Bhattacharya and Goda (2013), intra-event spatial correlation of ground motion residuals needs to be evaluated (Goda and Hong, 2008). (A) Collapsed timber building in the Kurokawa district of Minami Aso Village (Location 11 in Region 3). Interestingly, the Uto city office was the only building in the area that was damaged significantly. At the crest of Oogiribata dam, major surface rupture was observed (Figure 16B). Last updated on April 21, 2016. Note that these stations are in the hanging wall region. model. A moderate-size earthquake struck the Kumamoto region of Kyushu Island, Japan on April 14, 2016 (21:26 p.m. local time). To learn key lessons from the observed damage and impact due to the Kumamoto earthquakes, a field investigation team was dispatched from the UK, and conducted earthquake damage reconnaissance surveys in Kumamoto. Death toll 75 (including disaster-related deaths) Missing 1 The recorded ground motions in the hanging wall region (e.g., KMMH16 in Mashiki Town) showed intense spectral acceleration amplitudes in the short-to-moderate vibration period range (exceeding 1 g) with significant site amplification due to soft sediments in the Kumamoto plain. As part of the investigations, regional earthquake catalog data and strong motion data were analyzed. By focusing on the amplitudes of the responses (i.e., size of the response curve), Figure 8 shows that intense ground motions due to the mainshock were observed over wide areas along the Futagawa and Hinagu faults. Partially destroyed 108 students (E) Damage to a high-rise residential building (location 3 in region 1). The results at the GPS stations presented in Table 1 and show good agreement, demonstrating that the GSI models are particularly useful for estimating permanent deformation at unmonitored locations due to the earthquake. In total, 277 buildings were inspected, consisting of 22 RC buildings, 15 steel buildings, 235 timber buildings, and 5 buildings with unknown material types. On the other hand, larger RC structures were not damaged. Figure 5 shows observed acceleration as well as velocity time-histories (three components) at KMMH16 for the foreshock and mainshock. (B) Elevation map of the Kumamoto region. (E) Failures of RC piers of Daiichi Hatanaka bridge (location 5 in region 2). Fortunately, our school has faculty members who specialize in disaster recovery. Am. (F) Collapse of Aso Shrine (location 14 in region 3). The building damage in Mashiki Town was extensive; numerous building collapses were observed. Death toll 0 Soc. These ground failures were localized. An earthquake damage investigation was conducted from May 22, 2016 to May 26, 2016. Three of our university’s campuses as well as the Elementary School and Junior High School attached to the Faculty of Education were designated as temporary evacuation centers following the earthquakes. (The safety of all students and all faculty members was confirmed by April 27 and by April 22, respectively.) Bull. In addition, many field and remote sensing data (e.g., building damage surveys, fault rupture measurements, landslide occurrence, and ground deformation based on InSAR imagery) were collected and these are particularly useful for gaining deeper understanding of the main causes of the earthquake damage. A series of major earthquakes beginning on April 14, 2016, with epicenters in Kumamoto Prefecture, inflicted major damage to a wide area of the island of Kyushu. Near Aso bridge, several other bridges that served as alternative access route between Minami Aso Village and Kumamoto downtown, were also damaged and made unpassable due to the mainshock. EEFIT visited locations along the fault strike (Figure 11B), by following Road 28 (note: at several places Road 28 was blocked due to road failures and fallen objects). The Japan Meteorological Agency (JMA) registered a magnitude of MJ 6.5 (moment magnitude Mw 6.1). Available at: http://www.sonpo.or.jp/en/news/2016/1606_03.html [accessed June 18, 2016]. However, the damage severity and earthquake impact of the 2016 sequence are far greater than these relatively recent damaging earthquakes in Kumamoto. As of June 2016, major detours were required to visit places inside Aso Caldera from the Kumamoto city center. The zones are encompassed by the Beppu–Shimabara graben, a geological formation that runs across the middle of Kyushu, from Beppu Bay in the east to the Shimabara Peninsula in the west. On the other hand, a scenario magnitude for the Hinagu (Takano-Shirahata) segment is considered to be Mw 6.8 with unknown occurrence probability. In applying the Boore et al. Many timber buildings were destroyed (Figure 17A), and the surface ruptures were also observed. Figure 18. Significant disruptions and delays in rescue and evacuation operations were caused due to destruction of the regional traffic network. Second, ground motion characteristics of the foreshock and mainshock are studied in detail by analyzing ground motion records from the K-NET and KiK-net.3 Especially, orientations of the deformation and intense ground shaking are compared with those of the damaged buildings in the near-fault region. The distance between Kumamoto port and KMM008 is 10.6 km. In the comparison conducted herein, the strike-slip faulting mechanism and the regional factor for Japanese earthquakes are taken into account. The earthquakes occurred along the Hinagu–Futagawa fault zones, which were considered to be capable of hosting Mw 7 earthquakes based on geological investigations but have not been particularly active in recent history. The 23 m high earth-fill Oogiribata dam constructed in 1975 has been utilized for irrigation as well as fire-fighting purposes, and has played an important role in local communities. Spectra 30, 1057–1085. For instance, the estimated PGA at Kumamoto port corresponds to a median of 0.48 g and a confidence interval ranges from 0.33 to 0.73 g (note: at KMM008, PGAs of 0.64 and 0.78 g were observed for the two horizontal components). Impaired access to primary care due to the earthquakes … (A) Fault surface rupture in Mashiki Town (location 7 in region 2). Emergency response (initially estimated total disbursements of 300 million yen) model, curves that correspond to median plus/minus one SD are shown as broken lines, where the SD is the intra-event sigma as the predicted ground motions are compared with data from a single event. Region 1 includes Kumamoto City and Uto City (i.e., urban areas in the Kumamoto plain); Region 2 includes Mashiki Town and Nishihara Village (i.e., rural areas outside of Aso Caldera), which are very close to the Futagawa fault and were shaken intensely during the mainshock; and Region 3 includes Minami Aso Village and Aso City, which are inside of Aso Caldera. The port was constructed on a man-made island. Another type is the scenario-based shaking map that is generated by the Green’s function method using the characterized source model (Irikura and Miyake, 2011). Using the observed response spectra at KMM008 (shown in Figure 10B), Boore et al. The earthquake damage in the Kumamoto downtown was relatively minor, despite the intense ground shaking experienced; however, major damage to Kumamoto Castle was caused. All authors contributed to the preparation of the submitted manuscript. Hence, this observation underscores the importance of continuously monitoring seismicity and surface deformation in order to understand the interplay between large earthquakes. The April 15, 2016 M 7.0 earthquake north of Kumamoto, on the island of Kyushu in southwest Japan, occurred as the result of strike-slip faulting at shallow depth. A foreshock of magnitude 6.2 on the Richter scale happened on the evening of April 14 at 21:26 Japan Standard Time. This coincides with the major response axes of the ground motion experienced in Mashiki Town (Figure 8). (1997). (A) Number of earthquakes with MJ > 3 that occurred in the Kumamoto region during April 1, 2016 to May 31, 2016. doi:10.1007/s10518-012-9413-4, Goda, K., and Hong, H. P. (2008). Under advice from Assistant Professor Miwa Abe of the Center for Policy Studies, who was engaged in operating the evacuation center, international students started providing support services in multiple languages at a booth set up separately from the evacuation center management office established by Japanese students. For example, the Geospatial Institute of Japan (GSI) (2016) developed finite-fault models for the Kumamoto foreshock and mainshock based on GEONET GPS observations. Eng. (D) Ground cracks near the Akamizu railway station (location 12 in region 3). On the other hand, in the surrounding areas of Aso Shrine, no obvious ground failures were observed. This paper presents a summary of the rupture and ground motion characteristics of the 2016 Kumamoto earthquake sequence, and relates them to the observed earthquake damage during the sequence. Along the Aso line, which connected Kumamoto City and Aso City, a local train was derailed, whereas its railway track was destroyed by the large landslide in the Tateno district of Minami Aso Village (which also blocked the national road Route 57). Typically, the bridge deck remained in its original position, while both sides of the embankments subsided by 0.4–0.5 m. RC piers of Daiichi Hatanaka bridge failed due to the ground deformation/failures (Figure 13E; Location 5 in Figure 11B; see also Figure 15). The identified surface ruptures in the Kurokawa district are indicated in Figure 18. The geometry is consistent with the fault strike by the National Institute of Advanced Industrial Science and Technology (Figure 1A). Large values of the ground motion parameters are particularly concentrated near KMMH16. (G) Cracks inside Tawarayama tunnel (location 10 in region 2). The surface fault ruptures were observed in the paddy fields of Mashiki Town. 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