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Seismic hazard microzonation of Bengkulu City, Indonesia


It has been known that Bengkulu City (Indonesia) is vulnerable to undergo seismic damage. This study is initiated by measuring horizontal to vertical spectral ratio (H/V) to sites in Bengkulu City using microtremor. The inversion analysis is performed to generate shear wave velocity profile. Hundreds of sites are investigated in this study. The results show that observed H/V is consistent with the theoretical H/V. National Earthquake Hazard Reduction Program code is adopted to classify the site class. The results also exhibit that Bengkulu City is dominated by Site Classes C and D. In general, this study could lead local government to consider seismic hazard mitigation for spatial plan.


Bengkulu City is a capital city of Bengkulu Province, Indonesia. The city is located at the western part of Sumatera Island, which is bordered with Indian Ocean. Recently, the city has been promoted as one of tourist destinations in Indonesia. However, earthquakes have been identified as the main issue in Bengkulu City since last two decades. Mase (2017) reported that at least two major earthquakes had occurred within last two decades. The first strong earthquake happened on June 4, 2000, with magnitude of Mw 7.9 (the Bengkulu-Enggano Earthquake) and the second strong earthquake happened on September 12, 2007 with magnitude of Mw 8.6 (the Bengkulu-Mentawai Earthquake) (Fig. 1). Misliniyati et al. (2018) noted that those devastating earthquakes had triggered huge damage to structural buildings and lifelines facilities. Those earthquakes also triggered liquefactions along coastal area of Bengkulu City (Mase, 2017). Learning from those events, the effort to escalate seismic hazard mitigation in Bengkulu City should be prioritised (Mase, 2020).

Fig. 1
figure 1

Seismotectonic settings of Bengkulu Province, Indonesia and the epicentres of major earthquake on Bengkulu Province

Studies of earthquake hazard in Bengkulu City had been performed by several local researchers. Mase (2017) performed analysis of liquefaction potential along coastal area of Bengkulu Province. Mase (2017) highlighted that liquefaction could happen along coastal area of Bengkulu City, especially during the Bengkulu-Mentawai Earthquake. Mase (2018) performed a reliability study of designed spectral acceleration for structural buildings in Bengkulu city and found that spectral acceleration resulted during seismic wave propagation had exceeded the designed spectral acceleration. Mase (2018) suggested that it is important to propose the updated design. Mase (2018) also recommended that seismic amplification effect should be considered in composing the updated designed spectral acceleration. Farid and Hadi (2018) investigated ground shear strain (γ) in Bengkulu City based on microtremor measurements. Farid and Hadi (2018) found that Bengkulu City is dominated by alluvium materials. Those materials are composed of sandy soils, which are very sensitive to undergo liquefaction during earthquakes. Mase et al. (2020a) and Mase (2020) conducted a seismic hazard microzonation of ground response parameters in Bengkulu City and proposed the local seismic design that could be used in Bengkulu City. Mase et al. (2021) performed the study of local site investigation and ground response analysis on downstream area of Bengkulu City and found that liquefaction and seismic amplification could happen. Mase (2021) presented a study of ground motion characteristic of the Bengkulu-Mentawai Earthquake and the earthquake impacts to the northern part of Bengkulu Province and suggested that the lesson learned from the earthquake is important to develop Bengkulu Province. Generally, those previous studies had presented preliminary investigation on soil damage during earthquakes in Bengkulu City. However, seismic microzonation study related to local site condition has not performed yet.

Subsurface geophysical measurements included two major methods, which are widely known as passive and active methods. The implementation of passive method using microtremor is more preferable. Workability, low cost, and accuracy are some reasons why this method is more chosen. Several researchers, such as Gosar (2010), El-Hady et al. (2012), and Mase et al. (2020b, 2020c) had performed microtremor measurements for site investigation. Generally, those previous studies emphasised on depicting site characteristic based on time-averaged shear wave velocity for first 30 m depth (Vs30). Mase et al. (2020b) suggested that Vs30 is the important parameter to describe seismic vulnerability in an area. It is therefore very useful to be implemented in the area with high seismic intensity, such as Bengkulu City, Indonesia (Mase, 2019).

In line with the previous studies, the local site investigation and seismic hazard mitigation in Bengkulu City is still rarely presented. This paper presents a seismic microzonation study. The microtremor measurement and site investigation were performed at hundreds of sites in Bengkulu City. The horizontal to vertical spectral ratio (H/V) is obtained from measurement. Furthermore, the inversion analysis is performed to generate shear wave velocity (Vs) profile. Vs profile is then analysed to determine Vs30, which is used to classify site condition. This study also presents seismic hazard map and Vs30 map. In general, the results could provide information about seismic vulnerability in Bengkulu City, which can be used as a reference in developing the city on the basis of seismic hazard mitigation.

Seismotectonic setting

Bengkulu Province has been known as an area, which has a high seismic intensity (Mase, 2017). In Fig. 1, seismotectonic setting of Bengkulu Province is presented. There are three active tectonic settings which frequently triggered earthquakes in Bengkulu Province and its surrounding areas. The first earthquake source is Sumatra Subduction. This zone is the plate boundary between the Eurasian Plate and the Indo-Australia Plate. This subduction zone had triggered the Bengkulu-Enggano Earthquake and the Bengkulu-Mentawai Earthquake).

In Sumatra plain, a large fault system crossing Sumatra Island exists. This zone is known as Sumatra Fault System (Rusydy et al., 2020). This fault system is categorised as slip strike fault. Sieh and Natawidjaja (2000) mentioned that Sumatra Fault is situated between subduction zone in Southern Java and oblique subduction system in Sumatra. McCaffrey (2009) mentioned that this fault is associated with the oblique convergence between Indo-Australian Plate and Eurasian Plate. The earthquake history recorded that this fault had triggered both the Mw 6.8 Liwa Earthquake and the Mw 7.9 Alahan Panjang Earthquake in 1994 (Widiwijayanti et al., 1996 and Natawidjaja and Triyoso, 2007). Another active fault, which is known as Mentawai Fault System is located between Sumatra Subduction and western coast of Sumatra (Sieh and Natawidjaja, 2000). The Mentawai Fault system is also categorised as strike-slip fault zone. This fault had triggered a major earthquake, which was known as the Mw 7.6 Padang Earthquake in 2009 (McCloskey et al. 2010).

Geological condition

Figure 2 presents the geologic map of Bengkulu City. Generally, alluvium terrace (Qat) sediment is dominant, especially along coastal area up to middle part of Bengkulu City. Qat is composed of sediment materials, such as sand, silt, clay, and gravel. Mase (2017) mentioned that during the Mw 8.6 Bengkulu-Mentawai Earthquake, liquefaction evidence had been found on sites dominated by Qat. The reef limestone (Ql) is also found on coastline parts. Shallow soil deposits composed of sandy soils were underlain by reef limestone. At the borders between Central Bengkulu Regency and Seluma Regency and at several northern parts of Bengkulu City, Bintunan formation (QTb) is found. This formation is composed of rocks, such as polymictic conglomerate, breccia, reef limestone, tuffaceous claystone, and wood fossil. In the eastern part of Bengkulu City, which is bordered with Central Bengkulu Regency and Seluma Regency, Andesite (Tpan) formation is found. This area is known as high terrain area in Bengkulu City. Swamp deposit (Qs) is found in northern and western parts. This deposit consisted of sand, silt mud, clay and plant fossil. Alluvium (Qa) deposit is dominant in the middle part of Bengkulu City. Several materials, such as boulder, gravel, sand, silt, mud, and clay, are identified as the composing materials (Natural Disaster Agency of Bengkulu Province, 2018).

Fig. 2
figure 2

Geologic map of Bengkulu City (modified from Natural Disaster Agency of Bengkulu Province, 2018)

Mase et al. (2018b) had presented typical geological condition of Bengkulu City (Fig. 3). Generally, typical subsoils in Bengkulu City are composed of three main materials, i.e. clayey soil, sandy soil, and rock. Clayey soils, such as organic clay (OH), high plasticity clay (CH), and silty clay (CM) are found at first two layers. These layers have cone resistance (qc) of 2 to 30 kg/cm2 and Vs of 94 to 353 m/s. Furthermore, granular soils composed of silty sand (SM), poor-graded sand (SP), clayey sand (SC), and clayey gravel (GC) are found at third and fourth layers, with qc of 30 to 250 kg/cm2 and Vs of 200 to 614 m/s. The soft-rock composed of sandstones is generally found below those sand layers. This rock layer has qc more than 250 kg/cm2 and Vs of 476 to 760 m/s.

Fig. 3
figure 3

Typical subsoils condition in Bengkulu City (Mase et al., 2018)

Theory and methodology

H/V method

Several researchers, such as Lachet et al. (1996), Bard (2004), El-Hady et al. (2012), and Mase et al. (2020b) had implemented microtremor measurement to observe local site condition. In its applicability, horizontal motion of microtremor, which is composed of shear waves, is used as measurement assumption. Predominant period (T0) and Horizontal to Vertical Spectral Ratio (H/V) are estimated based on horizontal motions spectra which reflect the transfer function at investigated site.

The use of H/V method was firstly introduced by Kanai and Tanaka (1954) (popularised by Nakamura (1989)). This method is derived from spectral ratio of horizontal motion, which is transferred from microtremor measurement. Mase et al. (2020b) mentioned that H/V method is reliable to expect Vs profile. Atakan (2009) explained that H/V from earthquake shaking recorded on sediment surface to bedrock surface is generally consistent with H/V from microtremor measurement. Lachet and Bard (1994) suggested that H/V method can be used to estimate predominant frequency. Lachet and Bard (1994) also mentioned that H/V method can result in the expected estimation of site response of sediment soil deposits. H/V is calculated by comparing Fourier Spectra between horizontal components and vertical component, as expressed in the following equation,

$$ H/V=\sqrt{\frac{{H^2}_{(EW)}+{H^2}_{(NS)}}{2{V}^2}} $$

where, H(EW) and H(NS) are the Fourier amplitude spectra of horizontal in east-west and north-south directions, respectively, and V is vertical spectra value.

Lachet et al. (1996), Koçkar and Akgün (2012), Mase (2019), and Mase et al. (2020c) highlighted that H/V Method is very useful in predicting local site condition. Spectral ratios obtained from H/V method is relatively more stable than other raw noise spectra. Koçkar and Akgün (2012) mentioned that f0 is well correlated to peak of H/V amplitude (A0). However, noises caused by human activities, environmental settings, and other active vibration sources at surface could affect measurement quality. Therefore, measurement should be carefully performed to ensure the appropriate result. Bonnefoy-Claudet et al. (2006) stated that H/V method is effective to predict predominant frequency (f0) (simply predicted by 1/T0). Raptakis et al. (2005) explained that even though the limitation of H/V has been recognised, the method is still widely used. SESAME (2004) compiled the criteria to determine the clear peak of H/V amplitude, which could help engineers to determine site condition for engineering practice (the detail can be found in SESAME (2004)).

In this study, a triaxial geophone-broad band seismometer called PASI Gemini is used to measure microtremor on each site. The seismometer consisted of three components, i.e. east-west (EW), north-south (NS), and up-down (UD). The equipment is also applicable to measure strong and weak motions. The digitisers are let to warm up for 5 min before measurement. This treatment is expected to avoid problem of low frequency range and to obtain reliable data. Each measurement is performed with the duration of 30 min. Once the measurement is completed, noises from recorded data are removed and processed based on SESAME (2004) criteria. Results are then analysed to generate H/V curve. Next, H/V curve is analysed to generate Vs profile. In this study, the inversion technique introduced by García-Jerez et al. (2016) is used. The inversion of H/V is computed based on Monte Carlo sampling simulated annealing (García-Jerez et al., 2016).

The adopted model from García-Jerez et al. (2016) required several parameters for each layer. Those parameters are soil thickness, pressure wave velocity (Vp), shear wave velocity (Vs), soil density (ρ), and Poisson’s ratio (ν). The assumption of elastic half-space is adopted for the bottom layer. In Monte Carlo Simulation, each parameter is ranged from minimum to maximum value, which is defined from a-priori knowledge of soil properties (Wathelet, 2008). In this study, values of required parameters are taken from the information of typical soil layer in Bengkulu City. Vs is derived from the correlation provided by Imai and Tonouchi (1982). Vs may be also predicted from the elastic theory, which is related to Poisson’s ratio and elastic modulus (Salencon, 2001). To predict Vp, ratios of Vp/Vs are also firstly assumed in the model (Tatham, 1982). Several researchers, such as Wathelet (2008), García-Jerez et al. (2016), Mase et al. (2020b), and Mase (2019) stated that several parameters including Vp, Vs, and Poisson’s ratio could be categorised as the interdependent parameters. The Monte Carlo simulation is initiated with the starting guess model whose parameters are randomly selected within the ranges listed in Table 1. The velocity profiles and other parameters are calculated repeatedly until both measured H/V curve and calculated H/V curve are consistent each other.

Table 1 Range values of initial parameters for H/V inversion

Site classification

National Earthquake Hazard Reduction Provision (1998) introduced the criteria to classify local site condition. The criteria were derived based on Vs30 as expressed in this following equation,

$$ {V}_{s30}=\frac{30\ \left(\mathrm{m}\right)}{\sum \limits_{i=1}^n\frac{d_i}{V_{si}}}\kern6em $$

In Eq. 2, di is the thickness of each layer, Vsi is Vs on each layer, and n is the number of layers for first 30 m depth. The criteria to determine site classification based on Vs30 are summarised in Table 2. Generally, the identification of site classification is very important in earthquake engineering practice. Zhao and Xu (2013), Adampira et al. (2015), Dev and Nagarajan (2017), Mase et al. (2018a, 2018c), Misliniyati et al. (2019), Likitlersuang et al. (2020), Tao and Rathje (2020) mentioned that the information of Vs for first 30 m depth is necessary to observe soil response during seismic wave propagation. In this study, the interpretations of site classification and shear wave velocity are elaborated.

Table 2 Site classification based on Vs30 (National Earthquake Hazard Reduction Provision, 1998)


This study is systematically performed based on flow chart presented in Fig. 4. This study is initiated by capturing geo-hazard issue in Bengkulu City. Several studies related to earthquake aspect and geological condition of Bengkulu City were reviewed. Furthermore, data collection (cone penetration test or CPT and microtremor measurement) was performed. CPT was addressed to obtain geological condition. CPT was also used as a consideration in determining starting guess model. Microtremor measurement on each site was recorded by using PASI seismometer. Secondary data used in this study were geologic map of Bengkulu City, typical geological condition, and topography map. Geologic map and typical geological condition would help to understand characteristic of subsoils in Bengkulu City. For accessibility information to the sites, topography map was useful in this study. There were 183 microtremor points and 32 CPT points measured in this study. In addition, standard penetration tests (SPT) were performed at representative sites (P-1 to P-6 points in Fig. 2).

Fig. 4
figure 4

Research framework

After the data collection, the data analysis was conducted. At this stage, microtremor record on each site is processed to generate H/V curve. To obtain the reliable H/V curve, the results were examined by SESAME (2004) criteria. If H/V curve was not fulfilled the criteria, measurement would be repeated. In this study, several H/V curves representing each geological condition in Bengkulu City (Fig. 2) were also elaborated.

Afterwards, inversion analysis was performed. In this study, the model adopted from García-Jerez et al. (2016) was used. The initial model was considered based on geological condition of Bengkulu City (Fig. 3 and Table 1). The model would randomly seek the best model based on the ranges. From inversion analysis and measurement, several issues, such as H/V curve, A0, f0 and the comparison of Vs profil, and seismic microzonation map based on Vs30 were elaborated in this study. In general, this study could describe seismic hazard vulnerability in Bengkulu City.

Results and discussion

Measurement results

To obtain the description of geophysical characteristic in Bengkulu City, several H/V curves (P-1 to P-6) which represent each geological formation in Bengkulu City (Fig. 2), are presented in Fig. 5. All H/V curves have been also fulfilled the criteria of SESAME (2004).

Fig. 5
figure 5

HV curves at (a) P-1 (b) P-2 (c) P-3 (d) P-4 (e) P-5 and (f) P-6

In Fig. 5, several H/V curves with sharp clear peak have been demonstrated by Fig. 5b, c, and e that represent P-2, P-3, and P-5, respectively. Those sites are located at QTb, Qa, and QI, respectively. For P-2, A0 is 6.81 and f0 is 6.02 Hz. A0 values for P-3 and P-5 are 4.58 and 2.30, respectively, whereas f0 values for P-3 and P-5 are 7.52 and 6.59 Hz, respectively. A large A0 indicates that there is a large impedance contrast between sediment and bedrock in a site. Meanwhile, a large f0 means there is a thin sediment thickness in a site. It seems to be realistic, since P-3 and P-5 tend to have thin sediment thickness underlain by the bedrock. Materials such as sand, silt, mud and boulder are dominant in Qa. Those materials have certainly different characteristics, which are also possible to influence amplification. For P-2, the impedance contrast between sediment and bedrock is relatively smaller than P-3 and P-5 because A0 is relatively smaller. The sediment thickness of P-2 is relatively thinner than P-3 and P-5 sites because of larger f0.

The flattered H/V curves are presented by P-1 and P-4. Those sites represent Qs and Tpan, respectively. P-1 is located at swamp deposit dominated by sand, silt, mud, clay with plant remains. Those materials seem to be underlain by shallow bedrock. P-4 site is located at andesite formation which has a thin sediment thickness underlain by bedrock. For those sites, A0 are about 2.02 and 2.79, respectively, whereas values of f0 are 4.01 and 4.34 Hz, respectively. Both parameters indicate that there is a medium contrast between rock and sediment in P-1 and P-4. The H/V curves also show that f0 values are smaller than P-2, P-3, and P-5. P-6 which represents alluvium deposit is composed of sand, silt, clay, and gravel. Both A0 and f0 values are 2.15 and 4.10 Hz, respectively. It indicates that impedance contrast between rock and sediment is relatively medium. Since f0 value is quite large, thin sediment may be also found in this site.

Predominant frequency

In Fig. 6, it can be seen that predominant frequency ranges are varied. There are five ranges representing distribution of predominant frequency. Those ranges can be grouped into high predominant frequency, medium predominant frequency, and low predominant frequency. Zone of high predominant frequency (f0 > 5 Hz) can be found on several areas in Bengkulu City, especially in southern part, south-eastern part and western part. Those areas are generally dominated by Qs, Qa, Qat, QTb, and Tpan. Gosar (2010) mentioned that a high f0 indicates that a thin sediment thickness.

Fig. 6
figure 6

Distribution of f0 in the study area

Zone of low predominant frequency (f0 < 3 Hz) is found along southern part (some parts of coastal area) and northern part. Those areas are mostly dominated by Qat and QTb. The materials, such as sand, silt, clay, and sandstone are found in this region. Several researchers, such as Misliniyati et al. (2018) and Mase (2017) predicted that sand deposit along coastal area of Bengkulu City could be very vulnerable to undergo liquefaction. In terms of sediment thickness, a low predominant frequency indicates a thick sediment thickness. Zone of medium predominant frequency (3 Hz ≤ f0 ≤ 5 Hz) is concentrated in mid-plain of Bengkulu City. This area is generally dominated by Qa. Several sediment materials, such as sand and clay are found in this formation. Based on f0 distribution, it can be predicted that sediment thickness at sites with medium predominant frequency is not much thicker than sediment thickness at sites with low predominant frequency. However, it may be thicker than sediment thickness at sites having high predominant frequency.

Peak of H/V amplitude (A 0)

A0 distribution (Fig. 7) is also divided into 5 categories, which can be grouped into low A0, medium A0, and high A0. In general, medium A0 (3 ≤ A0 ≤ 5) is dominant. Based on geological condition, medium A0 areas are dominated by Qa, Qat, and Tpan. Gosar (2010) mentioned that a larger A0 means a high impedance contrast between sediment and rock surface. The impedance contrast is the difference ability between the sediment and rock surface to propagate the seismic wave. Several areas, such as southern and northern parts of Bengkulu City have low A0 (A0 < 3). Those areas are also dominated by Qa, Qat, Qtb, and Qs formations. In terms of impedance contrast, a low A0 indicates a low impedance contrast between sediment and rock surface. Small parts on the coastline of Bengkulu City indicate high A0 (A0 > 5). This area is dominated by Qat. A0 is also related to the ability of sediment layer to amplify seismic wave propagation. Several studies (Mase, 2017; Misliniyati et al., 2018; Mase, 2020) had confirmed that sites along coastal area of Bengkulu City could amplify during the Bengkulu-Mentawai Earthquake in 2007. Generally, the results are consistent with previous studies.

Fig. 7
figure 7

Distribution of amplitude (peak H/V) in the study area

H/V comparison and Vs profile

The comparison between measured H/V and inversion H/V is presented in Fig. 8. Generally, for all representative sites, H/V curves resulted from measurement and inversion are relatively consistent each other. However, measurement curves slightly underestimated inversion curves. This is due to the fact that the contrast of velocity in predicted models is rather stronger than real ground condition (Souriau et al., 2011).

Fig. 8
figure 8

Comparison between H/V measured and H/V Inversion

Furthermore, Vs profile from the best model resulted from inversion analysis is presented in Fig. 9. In general, Vs profiles increase with depth up to 30 m depth. For first 30 m depth, Vs profiles consist of 4 to 5 layers. For P-2, P-3, P-4, P-5, thin layers with small difference of Vs are found. It indicates that the layer could have similar soil resistance. In addition, those thin layers are probably dominated by OH and CH, especially for first 2 m depth. Figure 9 also shows that Vs30 values at representative sites are observed to vary from 307 to 409 m/s. Therefore, those sites can be categorised as Site Classes C and D. In Fig. 10, the results of inversion analysis are generally consistent with site investigation data. Representative sites having low Vs and N values at shallow depth indicate that there is sediment materials, such as soft soils (CH and OH). Another clayey soil called CM is also found at second layer that has larger Vs than first layer. For third and fourth layers, granular materials which are composed of SM, SP, SC, SW, and GC, are found. Those materials are categorised as medium to dense sediments. The increase of Vs and N values on those materials indicate the high density. At several representative sites, such as P-2 and P-3, engineering bedrock layers are also found. The layers are composed of sandstones with Vs and N values relatively larger than previous layers. Generally, site investigation data of Bengkulu City are well correlated with Vs profile obtained from inversion analysis.

Fig. 9
figure 9

Shear wave velocity (Vs) profile up to 30 m depth for (a) P-1, (b) P-2, (c) P-3, (d) P-4, (e) P-5, and (f) P-6

Fig. 10
figure 10

Vs30 map for Bengkulu City

V s30 and seismic Hazard microzonation

Figure 10 presents the contour of Vs30 for Bengkulu City. In Fig. 10, there are five ranges of Vs30, i.e. Vs30 of 180–240 m/s, Vs30 of 240 to 300 m/s, Vs30 of 300 to 360 m/s, Vs30 of 360 to 420 m/s, and Vs30 of 420 to 480 m/s. Several researchers, such as Thompson and Wald (2012), Cannon and Dutta (2015), and Silva et al. (2015) had also implemented the ranges to observe site characteristics at Taiwan, Alaska, and Portugal, respectively. In general, there are three dominant Vs30 zones in Bengkulu City. The first one is Vs30 of 360 to 420 m/s, which is centralised in the eastern part of Bengkulu City. The zone of Vs30 of 300 to 360 m/s is the second dominant range in Bengkulu City. This zone is generally concentrated in the western part of Bengkulu City. The last dominant Vs30 range is also concentrated along coastal area of Bengkulu City.

The description of seismic hazard microzonation is presented in Fig. 11. It can be seen that Bengkulu City is dominated by Site Class D (red colour). The map presents that most coastal areas are identified to have low Vs30 values. Vs30 values in those areas are generally within the range of 180 m/s to 360 m/s, which fall into Site Class D. In terms of geological condition, Site Class D are dominated by sediment materials, such as sandy soils and soft clayey soils which have low soil resistances. Mase (2017) and Mase (2018) also explained that sediment materials with low soil resistances are very vulnerable to undergo seismic impact, such as liquefaction and ground amplification. In the eastern part of Bengkulu City, Site Class C (Vs30 within the range of 360 to 760 m/s), which is indicated by yellow colour is found. Generally, the eastern part of Bengkulu City is dominated by Tpan. This formation is composed of stiff materials. During the Bengkulu-Mentawai Earthquake, Mase (2017) and Misliniyati et al. (2018) reported that in the eastern part of Bengkulu City, there was no significant damage found. It might be due to larger soil resistance existing in this area. Meanwhile, liquefaction, ground failure and structural damage were massively found along coastal area of Bengkulu City. Based on the finding, it can be concluded that areas of Site Class C are relatively safer from seismic impacts. Other areas with similar site classes with Bengkulu City, such as Tauranga (Pearse-Danker and Wotherspoon, 2016), Rawalpindi-Islamabad (Khan and Khan, 2018), Himalayan Region (Anbazhagan et al., 2019), and Western Saudi Arabia (Alamri et al., 2020) had been also studied. Those methods are also used the same site classification method. Based on those previous studies, Site Class C is mostly found on areas underlain by relatively shallow bedrock dominated by rock and old alluvium deposits. Site Class D is commonly found on western part area of Bengkulu City which is dominated by alluvium terrace sediment. In Bengkulu City, the shallow bedrock areas are generally found on the high-terrain area (the eastern part of Bengkulu City) that is also dominated by rock and alluvium deposit. Different from Site Class C, Site Class D is concentrated at coastal area and western part of Bengkulu City. Those areas are also dominated by alluvium terrace sediment. In line with the characteristic of composed materials in those site classes, it can be concluded that general condition of site class in Bengkulu City is generally consistent with previous studies.

Fig. 11
figure 11

Seismic microzonation map of Bengkulu City

Overall, parameters of f0, A0 and Vs30 are well correlated with geological condition in the study area. Misliniyati et al. (2018), Farid and Hadi (2018), and Farid and Mase (2020) mentioned that the updated spatial plan of Bengkulu City should consider seismic hazard microzonation. Strengthening on the mitigation effort is very important for Bengkulu City as one of vulnerable areas to earthquake. The geophysical interpretations, such as Vs30 and site classification maps can describe the potential impact of seismic hazard in Bengkulu City. Bengkulu City is being also now promoted as one of tourist areas in Indonesia. The development of infrastructures and facilities to support the goal would be significantly raising near future. However, seismic hazard of Bengkulu City has not totally understood by local engineers. Therefore, the information of seismic hazard mitigation could be used by local government to strengthen seismic mitigation effort in Bengkulu City. The results of this study would also contribute to recommend local engineers in designing buildings which prioritise on seismic hazard mitigation in Bengkulu City. The effort would effectively minimise the potential damage during earthquakes in Bengkulu City.


This paper presents the seismic hazard microzonation of Bengkulu City, Indonesia using the Inversion H/V of microtremor observations. The higher density of observation points is presented in this study. The analysis of subsoils profiles are performed based on site investigation data and geophysical measurement. The inversion analysis using Monte Carlo simulation simulated annealing is performed to determine the best model of site condition. A0, f0 and Vs30 are presented to characterise local site condition.

The geophysical parameters of site, such as f0 and A0 are relatively consistent with general geological condition of Bengkulu City. f0 values can be used to estimate sediment thickness in the study area. Generally, Bengkulu City is dominated by Qs and Qat. The sediment thickness in the study area is relatively thin. From the information, it can be roughly estimated that bedrock surface in Bengkulu City may be located at shallow depth.

In Bengkulu City, most sites tend to have medium A0. It indicates that there is a medium impedance contrast between rock surface and sediment. For Bengkulu City, these dominant zones are dominated by Qa and Qat. Those formations are composed of sediment materials, such as clay and sand. During the Bengkulu-Mentawai earthquake, the magnification of peak ground acceleration in these dominant zones are relatively large. Generally, field observations are consistent with evidence reported in previous studies.

This study also focused on seismic hazard microzonation in Bengkulu City. Site Class D is found on middle part to western part, whereas Site Class C is found on eastern part. Site Class D tends to have a lower soil resistance. It indicates that seismic damage could be more serious. In general, Site Class D is located along coastal area of Bengkulu City, which is prospectively developed as tourist area in near future. Therefore, spatial plan on the basis of seismic hazard assessment should be carefully considered in Bengkulu City.

Overall, the implementation of geophysical survey to determine site characteristic is successfully performed in this study. The inversion technique to determine Vs is reasonably performed. The results could provide a better understanding of seismic hazard mitigation in Bengkulu City. Finally, the results could give a recommendation to local government in updating the spatial plan in Bengkulu City. The framework implemented in this study can be used to investigate site characteristics in other areas.

Availability of data and materials

All the datasets that have been used and analysed during the current study is available from the corresponding author on reasonable request.


H/V :

Horizontal to vertical spectral ratio

Vs :

Shear wave velocity

V s30 :

Time-averaged shear wave velocity for first 30 m depth


Alluvium terrace


Reef limestone


Bintunan formation


Andesite formation


Swamp deposit


Alluvium deposit


Organic clay


High plasticity clay


Silty clay

q c :

cone resistance


Silty sand


Poor-graded sand


Clayey sand


Clayey gravel

T 0 :

Predominant period

H (EW) :

Fourier amplitude spectra of horizontal in east-west direction

H (NS) :

Fourier amplitude spectra of horizontal in north-south directions,

V :

Fourier amplitude spectra of vertical

f 0 :

predominant frequency

A 0 :

Peak of H/V amplitude







Vp :

Pressure wave velocity

Vs :

Shear wave velocity

ρ :

soil density

ν :

Poisson’s ratio

V si :

Shear wave velocity of each layer

d i :

thickness of each layer

n :

number of layers for first 30 m depth


Cone penetration test


Standard penetration test


The number of blows of SPT test for 1 ft. penetration


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This research was supported by Competitive Research Scheme from University of Bengkulu No. 2357/UN30.15/LT/2018. Authors would like to thank Soil Mechanics Laboratory and Geophysics Laboratory, University of Bengkulu for experiments and site investigations performed in this study.


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Lindung Zalbuin Mase: Conceptualisation, Software, Validation, Formal analysis, Methodology, Data Analysis, Visualization, Writing-Original draft- review-editing, Mapping, Project Administration. Nanang Sugianto: Conceptualisation, Methodology. Refrizon: Conceptualisation, Methodology. The author(s) read and approved the final manuscript.

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Correspondence to Lindung Zalbuin Mase.

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Mase, L.Z., Sugianto, N. & Refrizon Seismic hazard microzonation of Bengkulu City, Indonesia. Geoenviron Disasters 8, 5 (2021).

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