Background

The 2015 Mw 7.8 Gorkha, Nepal, earthquake occurred at 11:56 local time (UTC + 05:45) on April 25, and several moderate- to large-magnitude aftershocks followed the event. The mainshock caused the widespread damage of buildings and resulted in the loss of more than 8600 human lives in cities and villages; approximately 20 % of the casualties were from various sites located in the Kathmandu basin (Ministry of Home Affairs, Government of Nepal 2015). In addition, a major aftershock of Mw 7.3 on May 12 resulted in over 200 casualties and additional building damage, mostly in the epicentral area. A nationwide permanent monitoring network of strong ground-motion stations does not yet exist in Nepal (as of January 2016). Strong ground motions recorded at Kantipath (KATNP), Kathmandu (see Fig. 1 for location), by the United States Geological Survey (USGS) NetQuakes strong-motion sensor have been made available to the community through the Center for Engineering Strong-Motion Data (CESMD 2015). The seismograph at the KATNP site was installed inside a one-story reinforced concrete building (Dixit et al. 2015). By October 2015, recordings from nine events (the mainshock and its eight major aftershocks) could be retrieved from the CESMD. The origin time and the locations and magnitudes of the events reviewed by USGS are listed in Table 1, and the epicentral locations of the events are depicted in Fig. 1. The magnitudes of the events range from Mw 5.0 to 7.8, and their epicentral distances range from approximately 23 to 84 km. All of these events were shallow-focus events with focal depths of 10–23 km that occurred on low-angle reverse faults with dips in the north-northeast direction, with the exception of an Mw 5.1 event (Event 5 in Table 1), which was a normal-faulting event (USGS Event Page 2015).

Fig. 1
figure 1

Index map. The epicenters of the events listed in Table 1 are represented by circles numbered in the order of occurrence (corresponding to event IDs in Table 1) and scaled by magnitude. Triangles indicate the sites at which ground motions are recorded. KKN4 and NAST are GPS sites located on the rock and basin, respectively. Ground-motion records from these sites are available only for the mainshock event. The arrow points to the center of the Kathmandu basin. KATNP is a strong-motion site, and ground-motion records from this site are available for all the events shown in this figure. The Main Frontal Thrust (MFT) is shown as a red line (Bird 2003). The rectangle surrounding the epicenters is the surface projection of a fault plane estimated by the United States Geological Survey (USGS 2015). The color scale shows elevations plotted using Shuttle Radar Topography Mission (SRTM) data retrieved from the portal Open Topography (2015)

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Table 1 Event locations and magnitudes from USGS
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In this study, we used the recordings from the KATNP site for the nine events listed in Table 1. We also used ground-motion data (Galetzka et al. 2015) from two global positioning system (GPS) stations, KKN4 and NAST (shown in Fig. 1), for the mainshock. The KKN4 GPS station is located outside the Kathmandu basin at a hard rock site, whereas the NAST GPS and KATNP strong-motion stations are located in the basin. Several papers (e.g., Bhattarai et al. 2015; Dixit et al. 2015; Takai et al. 2016) already discussed the main features of the ground-motion recordings at the KATNP site for the mainshock. This paper differs from the previous papers in that we analyzed the strong-motion data at the KATNP site for a greater number of events and compared the observed ground-motion parameters of these events with those calculated using ground-motion prediction equations (GMPEs) for Japan. This paper discusses the degree of nonlinearity during the mainshock in some detail. Additionally, a one-dimensional (1D) velocity model for deep sediments was constructed, and this paper describes the long-period site amplification effect with reference to this newly constructed velocity model.

Ground-motion characteristics

We uniformly processed all the recordings used in this study, applying a low-cut filter at 0.1 Hz to remove the long-period noises in the recordings. The filtered acceleration seismograms were integrated to obtain velocity seismograms. The north–south (NS), east–west (EW), and up–down (UD) components of the processed acceleration seismograms and normalized velocity seismograms for all events are shown in Fig. 2. Each component of the velocity seismograms was normalized by the maximum amplitude achieved in any of the three components for each event to ensure that the relative strengths of the later phases are observable in the figure. The velocity seismograms for aftershock events of Mw ≥ 6.3 clearly demonstrate that significant ground motions continued for an extended duration. This is not evident in the seismograms for the mainshock because the direct arrivals had very large amplitudes at periods slightly larger than the site resonance period of approximately 4 s (see the next section) as a result of the strong pulse-like input ground motions with periods of 6–7 s at the base of the sediments (e.g., Galetzka et al. 2015; Takai et al. 2016). A comparison of the waveforms at two different passbands (see Additional file 1) clearly demonstrated that strong later phases with periods of 3–4 s dominated the ground motions during the mainshock.

Fig. 2
figure 2

a Acceleration and b normalized velocity seismograms for all events recorded at the KATNP site. The numerals at the beginnings of the traces correspond to the event IDs listed in Table 1. The numbers above each trace are the peak values given in cm/s2 and cm/s for the acceleration and velocity seismograms, respectively

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Nepal and the Himalayan regions in general have not obtained the number of strong-motion recordings necessary for seismic hazard analysis because of the sparse and underdeveloped strong-motion monitoring network in the region (Parajuli et al. 2008; Nath and Thingbaijam 2011). The first country-wide seismic hazard analysis project in Nepal (HMG and UNDP/UNCHS 1994) adopted the GMPE developed for Japan by Kawashima et al. (1984), mainly because this GMPE employed data from plate interface thrust events and the sites were sufficiently similar to be applicable to Nepal. During a comprehensive earthquake disaster mitigation study in the Kathmandu Valley (JICA and MoHA 2002), the GMPE developed by Boore et al. (1997) for western North American earthquakes was used, mainly because this GMPE accurately described the derived ground-motion data for the Ms 6.6 Udayapur earthquake that occurred in the eastern part of Nepal. It should be noted that the Udayapur earthquake was a relatively deep event with a focal depth of 57 km (Dixit 1991) and that it was different from plate interface events (Ghimire and Kasahara 2007). Parajuli et al. (2008) selected the GMPE developed for subduction zone events by Atkinson and Boore (2003) for use in probabilistic seismic hazard analysis in Nepal without further explanation regarding this choice. Goda et al. (2015) adopted the GMPE by Kanno et al. (2006) to assess the ground motions of the mainshock in Nepal on the grounds that this GMPE was found to be superior to other applicable GMPEs regarding its ability to predict peak ground accelerations (PGAs) at rock sites in North India and Nepal in an extensive analysis of worldwide GMPEs by Nath and Thingbaijam (2011). Goda et al. (2015) also selected the GMPE by Kanno et al. (2006) because of its applicable magnitude ranges and suitable distance definition for large-magnitude events.

Based on the above discussion and because the Gorkha earthquake and its major aftershocks occurred along the Main Himalayan Thrust (MHT), which is a megathrust plate interface (Avouac et al. 2015), it is reasonable to employ GMPEs developed for events that occurred along other megathrust plate interfaces, such as in Japan, to assess the ground-motion parameters for the Nepal earthquakes. However, in the Himalayan region, the plates that are separated by the thrust interface are continental in nature and do not resemble typical thrust interfaces in subduction zones where an oceanic plate subducts beneath a continental plate. Morikawa and Fujiwara (2013) updated the database used by Kanno et al. (2006) with additional data and obtained a GMPE applicable to different tectonic environments as well as sites located on deep sediments. Therefore, this paper compares the ground-motion parameters, namely the PGAs, peak ground velocities (PGVs), and response spectra, observed at the KATNP site with those obtained from the GMPE developed by Morikawa and Fujiwara (2013) for Japan for both plate interface and crustal events. To elucidate the epistemic uncertainties associated with the GMPEs, the observed PGAs and PGVs were also compared with those obtained from the GMPEs developed by Si and Midorikawa (1999), which have been used by the Headquarters for Earthquake Research Promotion of Japan to create national seismic hazard maps for Japan.

The vector sum (the square root of the sum of the squares) of the two horizontal components of the acceleration seismograms was calculated at each time step, and the maximum vector sum among all of the time steps was defined as the observed PGA at each site. This PGA was then compared with the PGA from the GMPE by Morikawa and Fujiwara (2013). The PGV at each site was obtained in a similar manner. Figure 3 compares the PGAs and PGVs observed at the KATNP site with those obtained from the GMPEs for the six largest events listed in Table 1. The prediction curves for the GMPEs by Morikawa and Fujiwara (2013) were obtained under the assumption that the depth of the layer at which the S-wave velocity is 1.4 km/s is 500 m beneath the site and that the average S-wave velocity in the upper 30 m of the soil profile (AVS30) is 200 m/s. These values were adopted based on the previous studies (Pandey 2000; JICA and MoHA 2002). The equations by Si and Midorikawa (1999) for the PGA and PGV are applicable to soft and stiff soil site conditions, respectively. A stiff soil site is defined as having an AVS30 of approximately 600 m/s. The predicted PGVs were corrected for the amplification effects due to the lower AVS30 at the KATNP site using the equations provided in Si and Midorikawa (1999, 2000). Figure 3 clearly shows that with the exception of the PGA of the mainshock, the observed PGAs and PGVs are generally well described by the GMPEs for Japan and were generally within the standard error range.

Fig. 3
figure 3

Comparison of a PGAs and b PGVs observed at the KATNP site with those obtained from GMPEs for Japan for the six large events listed in Table 1. The labels in the legend have the following meanings. Obs observed, Pre predicted, IP interplate, C crustal, MF Morikawa and Fujiwara (2013), SM Si and Midorikawa (1999). The solid lines show the median values obtained from the GMPEs, and the dashed lines show one standard deviation above and below the median values

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Figure 4 compares the observed elastic pseudo-velocity response spectra (PSVRS) at 5 % critical damping with those obtained from the GMPEs by Morikawa and Fujiwara (2013) for the same events as shown in Fig. 3 assuming the site conditions described above. The observed PSVRS showed the following three features in comparison with those obtained from the GMPEs. First, the GMPEs tended to overestimate the observed PSVRS at periods shorter than approximately 0.3 s; the spectra for the mainshock were systematically smaller at periods shorter than approximately 2 s. This difference between the observed and calculated mainshock PSVRS may be partially attributable to the nonlinear site response discussed in the next section. Second, the observed spectra were well described by the GMPEs at intermediate periods (approximately 0.3–2 s) for aftershock events of Mw ≥ 6.3. Third, the GMPEs underestimated the observed spectra at periods of approximately 4 s for large events. The GMPEs tended to predict large PSVRS at periods shorter than the peak response periods of the observed data. The large observed response spectra at the peak periods may be partially explained by the large amplification effects of the basin sediments discussed in the next section. Whereas the basin sediments in Japan extend to depths of approximately 2–4 km above the hard rocks in large basin areas (J-SHIS 2016), the thickness of unconsolidated sediments in the Kathmandu basin is less than approximately 500 m. This suggests that appropriate deep soil correction factors for the Kathmandu basin must be developed.

Fig. 4
figure 4

Comparison of elastic PSVRS (5 % critical damping) observed at the KATNP site with those obtained from the GMPEs for Japan by Morikawa and Fujiwara (2013). The solid lines show the median values obtained from the GMPEs, and the dashed lines show one standard deviation above and below the median values. The R denotes the fault distance for the mainshock and hypocentral distance for other events

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Figure 4 also shows that the PSVRS for the Mw 6.6 event were larger than those for the Mw 6.7 event by a factor of approximately 1.8 at a peak period of approximately 3.5 s despite the fact that the source-to-site distances of the two events were similar (see Fig. 1 for the locations of the events). The focal depth of the Mw 6.6 event was 10 km, whereas that of the Mw 6.7 event was approximately 23 km (Table 1). The difference between the focal depths of the two events may be one of the reasons for the difference in their response amplitudes because shallow events can excite stronger long-period ground motions. The difference between the peak response amplitudes of the two events may also indicate the dependence of the basin response on the azimuth of the incident wave field (e.g., Kagawa et al. 1992), as the waves impinged on the basin from opposite directions.

During the mainshock, mostly low-strength masonry buildings, such as those made of bricks and mud mortar and those constructed without reinforcement elements, collapsed or were severely damaged at several sites in the Kathmandu basin, whereas the reinforced concrete buildings in the area remained standing (Dhakal et al. 2015a, b; Galetzka et al. 2015; Goda et al. 2015; Hashash et al. 2015). The level of acceleration generally considered sufficient to produce ordinary damage to low-strength structures is approximately 0.1 g (Richter 1958). Hence, the selective damage of buildings during the mainshock may be attributable to the smaller PGAs and short-period ground motions in the Kathmandu basin. Here, it should be noted that in the northwestern portion of the Kathmandu basin several reinforced concrete buildings were damaged or collapsed (Goda et al. 2015; Hashash et al. 2015). Because of the lack of strong-motion recordings at the sites of damaged buildings, it is not clear whether the damage was due to large ground motions. An analysis of the design and construction of damaged buildings may reveal the intensity of the ground shakings in the area. Hashash et al. (2015) reported that some of the damage to the reinforced concrete buildings in the area may have been due to topographic and basin edge effects.

In spite of the proximity of the KATNP site to the source fault, the PGA of the mainshock was relatively small; this may be attributable to the earthquake rupture characteristics (e.g., Galetzka et al. 2015) and soil nonlinearity (e.g., Dixit et al. 2015). Several researchers’ source inversion analyses (e.g., Kobayashi et al. 2015; Yagi and Okuwaki 2015) have shown that the Kathmandu basin is oriented in the direction of forward rupture directivity and is close to large-slip areas. Previous studies (e.g., Ide et al. 2011; Lay et al. 2012) of megathrust subduction zone events demonstrated that high-frequency seismic waves emanate from deeper areas of the rupture plane, in contrast to the large total slips that occurred at shallower parts of the rupture plane. The model of high-frequency radiation sources of the mainshock proposed by Yagi and Okuwaki (2015) shows that stronger high-frequency radiations occurred in deeper areas in the source fault rather than at the shortest fault distance from the KATNP site. The indirect analysis of soil nonlinearity conducted in the present study demonstrated that the KATNP site indeed experienced a considerable nonlinear site response, as described in the next section. Thus, in summary, it may be inferred that the rupture characteristics and soil nonlinearity greatly contributed to the reduced PGAs and short-period ground motions, resulting in less damage and fewer casualties in the Kathmandu basin than expected (e.g., JICA and MoHA 2002).

Because of the growing number of mid- and high-rise apartment buildings in the Kathmandu basin, knowing the intensity of long-period ground motions would help with determining appropriate disaster mitigation measures. Table 2 lists the observed long-period ground-motion intensities as defined by the Japan Meteorological Agency (JMA) and those predicted using the GMPEs for absolute velocity response spectra (AVRS) proposed by Dhakal et al. (2015a, b). The observed intensities were calculated based on the peak AVRS from the period band of 1.6–7.8 s. Because Dhakal et al. (2015a, b) used the JMA displacement amplitude magnitude in their GMPEs, the Mw values listed in Table 1 have been converted to JMA magnitudes using the relationships between the two magnitudes given by Sato (1979) and Takemura (1990) for Mw ≥ 7.3 and Mw < 7.3, respectively. The observed long-period intensity for the mainshock was 4; at this ground-motion intensity, people in the upper floors of buildings taller than approximately 60 m cannot remain standing without support, unsecured furniture moves a significant amount and may topple, and partition walls may crack (Nakamura 2013). Here, it should be noted that the AVRS predicted using the GMPEs by Dhakal et al. (2015a, b) are much smaller than the observed AVRS at long periods. This is because the KATNP site is located a short distance from the fault, whereas the GMPEs by Dhakal et al. (2015a, b) employ the hypocentral distance, which is used for earthquake early warning at relatively large distances. However, the difference between the observed and predicted long-period intensities is only 1. During the mainshock, none of the mid-rise buildings in Kathmandu collapsed, but several buildings suffered significant nonstructural damage, and a few suffered severe structural damage (Goda et al. 2015; Hashash et al. 2015). The limited damage to the mid-rise buildings may be attributable to the short resonance period (<2 s) of the buildings in comparison with the predominant periods (approximately 4–5 s) of the ground motions during the mainshock.

Table 2 Long-period ground-motion intensities at the KATNP site
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Local site condition and site characteristics

The Kathmandu basin extends approximately 30 and 25 km in the east–west and north–south directions, respectively. Moribayashi and Maruo (1980) conducted the first gravity survey of the Kathmandu basin and estimated the depth to basement rocks to be approximately 650 m from the surface at the center of the basin. They also outlined the basement topography, which gradually becomes shallower toward the basin margins with the exposure of basement rocks at a few sites inside the basin, suggesting a complicated basement topography. Piya (2004) compiled a comprehensive subsurface geological database of the Kathmandu basin and reported the depths to basement rocks at 36 different sites. The depths to basement rocks were found to be in the range of 48–549 m from the surface. The site with the maximum depth (Bhrikutimandap) is located near the center of the city of Kathmandu and within approximately 2 km from the KATNP recording station. Core drilling at Kantipath reached 300 m below the surface but did not reach the basement (Sakai 2001). Two deep geological layers (an upper layer of lacustrine sediments and a lower layer of fluviatile granular sediments) of Pleistocene to Late Pliocene age have been generally recognized in the central area of the Kathmandu basin that overlies the Paleozoic basement metasediments (e.g., Yoshida and Igarashi 1984; Sakai 2001). Although several geological boreholes have been made in the Kathmandu basin (e.g., Piya 2004) and a general outline of its basement topography has been obtained (Moribayashi and Maruo 1980; Paudyal et al. 2013), an accurate and detailed seismic velocity model for the deep sediments of the Kathmandu basin has not yet been developed. Pandey (2000) reported P-wave velocities of 1600–1650 and 1850–1900 m/s for the clayey and granular sediments, respectively, in the basin based on a common-depth-point reflection survey. Pandey (2000) also proposed a 1D S-wave velocity model, which is shown in Fig. 5c. The velocity model proposed by Pandey (2000) gives strong site amplifications at periods shorter than those observed at the KATNP site during the mainshock and large-magnitude aftershocks (see Figs. 4, 5e). Similar to the deep sediments, the seismic velocities of shallow soil layers, upon which most of the buildings in the area are founded, are little known. Borehole PS logging to a depth of 30 m was conducted at five sites in a central area of the Kathmandu basin by JICA and MoHA (2002) for seismic hazard mitigation planning. The borehole logs generally show that the upper 20 m of the soil column is mainly sand deposits, below which the clay deposits begin; the AVS30 ranges between 180 and 235 m/s (JICA and MoHA 2002; Dhakal 2002).

Fig. 5
figure 5

H/V spectral ratios from aftershock recordings and tuning of the velocity model at the KATNP site. a H/V spectral ratios for S-waves. b H/V spectral ratios for S-wave codas. c 1D S-wave velocity models. d H/V spectral ratio for fundamental-mode Rayleigh wave and observed H/V spectral ratios for S-wave codas. e Amplification factors for vertical incident plane SH-waves

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To understand the site characteristics, such as the predominant period of the ground motion and the site amplification, the horizontal-to-vertical (H/V) spectral ratios for the S-waves and S-wave coda were analyzed. The peak H/V spectral ratio corresponds to the predominant period of the ground motion at which the input seismic motions are most strongly amplified (e.g., Lermo and Chavez-Garcia 1993). The H/V spectral ratios for the S-waves and S-wave coda are plotted in Fig. 5a, b, respectively. The S-wave plot (Fig. 5a) shows that the spectral ratios at periods shorter than 0.5 s (i.e., frequencies lower than 2 Hz) for the mainshock were systematically smaller than the mean spectral ratios for the aftershocks; furthermore, the predominant period of approximately 0.4 s for the aftershocks shifted to a period of approximately 0.7 s for the mainshock. The lower H/V ratios for S-waves at short periods and the greater predominant period are characteristics of a nonlinear site response during strong shaking (e.g., Wen et al. 2006).

Noguchi and Sasatani (2008, 2011) introduced a quantitative index called the degree of nonlinearity (DNL), which is a measure of the area between the S-wave H/V ratio curve for the mainshock and the curve of the mean S-wave H/V ratio for the small events. The area is zero when the site response is linear. However, considering the fluctuations in the calculated spectral ratios, Noguchi and Sasatani (2011) suggested that DNL values of at least 4 indicate nonlinearity. The DNL value for the data plotted in Fig. 5a is 9.7. This large DNL value and the reduction in the short-period H/V ratios for the mainshock suggest that the KATNP site suffered a substantial nonlinear site response during the mainshock. Conversely, the H/V ratios for the S-waves for the mainshock at periods longer than 0.8 s do not show any systematic trend compared to the scattering of the spectral ratios for aftershocks from the mean spectral ratios. This suggests that the ground motions at longer periods were not affected by the nonlinearity. Previous studies (e.g., Aguirre and Irikura 1997) have reported that vertical-component ground motions are negligibly affected by site response nonlinearity in comparison with horizontal-component motions. These findings are supported by the richer short-period ground motions and larger PGA of the vertical component in comparison with those of the horizontal components during the mainshock (see the acceleration recordings in Fig. 2 for the mainshock).

Figure 5b shows that the mean H/V ratios of the coda waves achieve a larger peak at longer period, and the difference between the H/V ratios for the mainshock and aftershocks at short periods is not so strong as it was for the S-waves, suggesting that the coda waves were mainly composed of the long-period surface waves. Considering these facts, the 1D S-wave velocity model depicted in Fig. 5c was constructed by trial and error to reproduce the peak period on the long-period side (1–10 s) of the H/V spectral ratios for coda waves by utilizing the available geological and geophysical information discussed above. The material densities were estimated using the empirical relationship between the density and the S-wave velocity obtained by Ludwig et al. (1970). The S-wave velocities of the basin layers estimated in the present study are 200, 350, and 500 m/s from surface to underlying hard rock, respectively; the thicknesses of the corresponding layers are 30, 200, and 240 m, respectively (see Fig. 5c). The theoretical H/V ratios for fundamental-mode Rayleigh waves and amplification factors for vertical incident plane SH-waves for the new velocity model are shown in Fig. 5d, e, respectively; the corresponding values from Pandey (2000) are plotted in the same graphs for comparison. The structure proposed by Pandey (2000) achieves peak amplification at a period of approximately 2 s, which is not supported by the observed ground-motion data, whereas the structure proposed in this study achieves a peak amplification period of approximately 4.0 s, which corresponds to the peak response periods of the large-magnitude events, as shown in Fig. 4. A plot of the ratios of the 5 % critically damped PSVRS at KATNP to those at KKN4 and those at NAST to those at KKN4 (see Additional file 2) shows that the peak response ratios at periods of approximately 4 and 1.5 s correspond well to the peak amplification periods depicted in Fig. 5e. The results also indicate that the velocity structure at the NAST site may be similar to that at the KATNP site.

As a preliminary validation of the proposed velocity model for long-period ground-motion simulations, we simulated velocity waveforms assuming a plane SH wave incidence at the base of the sediments. The transverse component of velocity records obtained by the differentiation of 5 Hz GPS displacement data obtained at the KKN4 site, which is a hard rock site, was used as input motion after halving the amplitudes to cancel the free surface effect. Because information on the damping factor Qs of the sediments in the Kathmandu basin is not available, we assumed a frequency-independent Qs equal to one-tenth of the S-wave velocity (unit: m/s) for each layer. It was found that the results discussed below were not significantly altered if the variation in Qs remained within a factor of two.

Figure 6 compares the observed and simulated velocity waveforms in the passband of 2–10 s for two different incident angles at the KATNP and NAST sites. In general, the new model was found to very well describe the observed S-wave amplitudes and S-waveforms at incidence angles in the range of 50°–60° at both basin sites, whereas the model proposed by Pandey (2000) was unable to reproduce the amplitudes and waveforms. The incidence angles also correspond to the location of the maximum slip deduced by Kubo et al. (2016). The above comparisons between the observations and simulations support the hypothesis that the deep sediments beneath the recording station played a significant role in the amplification of long-period (3–5 s) seismic waves in the Kathmandu basin. Kubo et al. (2016) showed that the amplitudes and waveforms for the S-waves can be well reproduced using the 1D basin model proposed in this paper and the complex rupture model proposed in their paper, whereas the model in Pandey (2000) strongly underestimates the amplitudes of S-waves. A 3D velocity model is necessary to fully understand the long-period ground motions in the Kathmandu basin.

Fig. 6
figure 6

Comparison of transverse components of observed and simulated waveforms (0.1–0.5 Hz)

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Conclusions

Strong ground motions from the Mw 7.8 Gorkha earthquake and its eight aftershocks recorded by a strong-motion seismograph at the KATNP site were analyzed to understand the characteristics of strong ground motions and site effects. The GMPEs developed for crustal and interplate events in Japan were found to generally well describe the observed PGAs and PGVs at the Kantipath site, except for the PGA of the mainshock. A comparison of the observed response spectra with those from the GMPEs indicated that the ground motions at the KATNP site were strongly influenced by the local site condition at long periods; hence, appropriate deep soil correction factors for the Kathmandu basin must be developed. An indirect analysis of the recordings for soil nonlinearity suggested that the KATNP site experienced a substantial reduction in short-period ground motions during the mainshock because of the nonlinear site response. To fully explain this nonlinearity, a broadband ground-motion simulation considering details regarding the surface soil layering, propagation path, and rupture characteristics of the earthquake is necessary. A 1D velocity structure model was developed for the deep sediments beneath the recording station based on the H/V spectral ratios for the S-wave coda. A simple validation of the model by waveform simulations demonstrated that the proposed velocity model is able to explain the observed large-amplitude velocity waveforms at the peak periods of approximately 4–5 s for the mainshock. Thus, we conclude that the deep sediments beneath the recording station at the KATNP site strongly amplified the long-period components of the ground motions during the mainshock and its large aftershocks.