Earthquake Shaking Research Articles

Improving soil liquefaction prediction through an extensive database and innovative ground motion characterization: A case study of Port Island liquefied site

Liquefaction is a phenomenon in which soils lose their strength and stiffness significantly during earthquake shakings. It is very important to accurately predict the liquefaction triggering and permanent displacement of liquefied sites under different seismic conditions. This study systematically investigates the effect of ground motion characteristics on the evolution of important physical quantities during the liquefaction process, while the relative capacity of various ground motion intensity measures (IMs) in predicting the pore-pressure generation and the permanent deformation in liquefiable soils are studied. An extensive database containing 501 three-component ground motion records is established to improve soil liquefaction prediction under different earthquake scenarios. A significant number of fully nonlinear dynamic analyses are performed for the Port Island liquefied site, where advanced constitutive models are used to realistically characterize the nonlinear soil behaviors. Results from numerical simulations demonstrate that the energy-related IMs such as CAV5 have a superior predictive capacity than the peak ground acceleration in predicting the liquefaction initiation and permanent displacement, but the predictions based on scalar IMs are not sufficient because residuals are strongly depended on earthquake magnitude and rupture distance. On the other hand, vector IMs that incorporate both energy and peak value characteristics of ground motions can improve the predictive capabilities regarding pore pressure generation and permanent deformation in liquefiable soils. The study helps lay down the basis towards an improved procedure for liquefaction hazard evaluation and mitigation.

Influence of Structural Parameters on the Buckling of Longitudinal Steel Bar in RC Structural Wall

Reinforced Concrete (RC) structural wall is widely used in multistoried RC frame buildings to enhance lateral stiffness and lateral strength for earthquake resistance. One of the possible failure modes, observed during strong earthquake shaking, is the buckling of longitudinal steel reinforcement in the boundary elements of the wall. This also assumes importance in establishing damage states for seismic fragility analysis of RC wall. Although a few past studies have focussed on longitudinal bar buckling in RC members, detailed parametric study is absent particularly for such instability of bars in the boundary elements of the wall. In the present study, displacement-controlled nonlinear static analysis of several wall specimens is carried out using fibre-discretization of cross-section and distributed plasticity modelling in OpenSEES. Here, 27 different models of the isolated slender wall are created considering variations in six structural parameters, namely (a) length ratio of the boundary element to the wall, (b) axial force ratio, ratios of (c) longitudinal steel in web, and (d) transverse steel and (e) longitudinal steel in the boundary elements. The effect of wall thickness is accounted for through variation in axial force ratio. Using the analytical results from the nonlinear analysis of the wall models, the trends in drift ratio at the onset of longitudinal bar buckling damage states as functions of various key structural wall properties, has been investigated.

Shake Table Testing of Voltage and Current Transformers and Numerical Derivation of Corresponding Fragility Curves

Damage to devices installed in electric substations, which have shown vulnerable behaviour under strong earthquakes in the last decades, may endanger power delivery in the emergency phases during and after an earthquake. Within seismic risk assessment of power networks, the definition of the fragility functions of electric equipment is paramount. However, in the current literature the availability of such fragility models for some specific electric substation components, including instrument transformers, is relatively limited, this being the reason behind the deployment of the current experimental and numerical research endeavour. Two voltage transformers and two current transformers having different system voltage levels (respectively in the high voltage HV and extra-high voltage EHV ranges) were subjected to shake table tests, and the experimental results were used to calibrate the corresponding 3D numerical models developed in OpenSees. A number of nonlinear dynamic analyses carried out within a multiple-stripe analysis (MSA) framework allowed the derivation of 16 fragility curves for the four transformers in both stand-alone and elevated/supported configurations, considering also two different soil types. Based on the derived curves, one of the voltage transformers is expected to experience light or negligible damage due to earthquake shaking, owing to its high resonance frequencies (and hence stiffness), whilst the remaining three devices may suffer moderate damage under medium to strong shaking intensities; however, their seismic risk is in effect mitigated by the presence of the typically employed supporting column. Comparison against models available in the literature lent valuable reassurance on the adequacy of the employed methodology and the reliability of the derived fragility curves.

Post-earthquake damage classification and assessment: case study of the residential buildings after the M w = 5 earthquake in Mila city, Northeast Algeria on August 7, 2020.

On August 7th, 2020, a magnitude Mw = 5.0 earthquake shook 5km north of Mila city center, northeast of Algeria, causing substantial damage directly to structures, and indirectly from induced impacts of landslides and rock falls, ultimately disrupt to everyday civilian life. Given the recent significant seismic occurrences in the region, a detailed and comprehensive examination and assessment of post-earthquake damage is critical to Algeria. This is primarily because masonry, concrete, and colonial-era structures are sensitive to horizontal motions caused by seismic waves, and because masonry and concrete structures constitute a substantial portion of today's Algeria's build environment. We present a post-earthquake investigation of the Mila earthquake, starting from the earthquake source, and a catalogue of buildings type, damage categorization, and failure patterns of residential structures in Mila's historic old town, where colonial-era brick buildings prevail. We find that structures that represent notable architectural achievements were severely damaged as a result of the earthquake. Data acquired during the immediate post-earthquake analysis was also evaluated and discussed. The graphical representations of the damages are detailed and complemented by photos. This seismic event has shown the fragility of Algeria's building stock, which must be addressed properly in future years. This study reports on an overall estimate of residential buildings in Mila's lower city, as well as an evaluation of the seismic vulnerability of three neighborhood towns (El-Kherba, Grareme-Gouga, and Azzeba). A generic database for graphical surveys and geometric research was developed and implemented making it possible to evaluate the shear strength on-site. The broad observations, collated data, and consequences were then loaded into the 3Muri structural verification program. Nonlinear static analysis was conducted to analyze probable failure paths and compare the real damage to the software results.

Seismic response of floating wind turbines due to seaquakes

AbstractVertical seismic waves, which are primarily due to pressure waves in the ground, can propagate with the same intensity in the seawater and impact floating bodies such as floating wind turbines (FWTs). Part of this wave can further propagate in the tower and generate large vertical accelerations in the nacelle. This paper presents a methodology for computation of the pressure waves generated by vertical earthquake shaking, referred to as seaquake, its impact on submerged bodies, and the induced dynamic response in the structure. A FWT concept with catenary mooring is used for the assessment of the effects of earthquake shaking. The pressure during a seaquake is determined using a 2D acoustic finite element (FE) model in Abaqus. The acoustic model is benchmarked against a 1D analytical solution. The response due to the environmental loads, namely, wind, current, and waves, is also studied and used as a reference for assessment of the relative significance of the seaquake. Considerable vertical accelerations can occur in the nacelle due to amplification of the platform accelerations through the tower. It is shown that this acceleration could exceed a commonly used operational limit range of 0.2 g to 0.3 g even for moderate accelerations at the seabed. This indicates that earthquake loading should be considered in the design of FWTs in seismic regions. The mooring tensile forces, due to motion of the platform during a seaquake, do not exceed the design tension computed for the extreme environmental conditions. However, the leeward mooring lines could experience zero tension, which could cause snap tension.

Communicating evacuation information to multi-storey apartment dwellers: a case study of the 2016 Kaikōura earthquake in Te Whanganui-a-Tara (Wellington), Aotearoa New Zealand

ABSTRACT On 14 November 2016, the Mw 7.8 Kaikōura earthquake and tsunami occurred in Aotearoa New Zealand, impacting the city of Te Whanganui-a-Tara (Wellington). As many people reside in apartments in Wellington, we undertook a survey followed by interviews to understand evacuation information communicated to apartment dwellers, and how residents used that information for decision-making. Immediately following earthquake shaking, some apartment dwellers stayed in their building as per official advice, while others evacuated because they felt safer outside. A small proportion evacuated because of the tsunami threat, and many of these participants did so because of the ‘Long or Strong, Get Gone’ evacuation advice. Others were unclear whether their apartment building was in a tsunami evacuation zone. Some returned immediately after the initial evacuation, while others with damaged apartments evacuated for weeks to months. Participants used regular information upates particularly via social media channels, to inform decisions about returning after longer-term evacuation. However, communicating with the Body Corporate or landlord was difficult, and apartment dwellers reported having trouble getting information about the damage status of their building, making decisions about returning challenging. Given the unique context of apartment dwellers, communication strategies should be honed to assist responses to a future event.

Assessment of soil parameters during post-liquefaction reconsolidation of loose sand

Saturated deposits of loose sand may suffer liquefaction under earthquake shaking. Liquefaction-induced damage occurs during the earthquake loading and may continue during the post-liquefaction reconsolidation stage in which excess pore pressures gradually dissipate. An accurate evaluation of soil parameters is of great significance for the full depiction of this process. Consolidation-related problems are typically investigated using Terzaghi's one-dimensional consolidation theory, assuming a constant permeability, one-dimensional stiffness, and consolidation coefficient throughout this process. Some studies based on physical model tests suggest that an assumption of a single and constant value of soil parameter is not appropriate to study the reconsolidation of liquefied sand. This paper presents the results of three geotechnical centrifuge experiments to contribute to the current understanding of this phenomenon. The centrifuge data is combined with oedometer and fluidization test data, producing several empirical relationships to estimate the soil parameters related to the reconsolidation of liquefied sand. A simplified method is adopted to reproduce the time histories of excess pore pressure dissipation and ground surface settlement using the estimated soil parameters as the input. It is shown that the coefficient of consolidation and one-dimensional stiffness vary as a function of effective stress or excess pore pressure ratio, markedly increasing during the reconsolidation of liquefied sand. The predictions of the proposed methodology appear to match the experimental measurements reasonably well as long as appropriate soil parameters are used.

Comparison of seismic responses of atrium-style and frame-box metro stations in soft soil in shaking table testing

The building of atrium-style metro stations has emerged as an alternative metro station in recent years compared with conventional frame-box metro stations, but past research has never caught up and principally focused on frame-box metro stations. When atrium-style and frame-box metro stations are connected to each other in the same metro line, their different longitudinal and transverse cross sections may induce differentiated dynamic responses during earthquakes. To explore the possible difference in seismic behaviors between atrium-style and frame-box metro stations, a series of shaking-table tests was performed on two soil-underground station systems, which shared equal seismic loads with base shaking of 0.1–1.0 g. Experimental results indicate at higher frequencies of the input motion, the atrium-style and frame-box stations show different effects on the dynamic response of the ground surface. Larger dynamic strains are observed in the frame-box station on corresponding cross-sections with respect to the atrium-style station. An obvious difference between atrium-style and frame-box stations is a relative acceleration between the side wall and the corresponding soil on both magnitude and trend with increasing shaking intensities. The experimental results provide insight into how atrium-style and frame-box metro stations behave differently when subjected to earthquake shaking, which can provide guidance for metro station designers.

A Simple Strengthening Method for Preventing Collapsed of Vulnerable Masonry Infills

A series of structural tests were conducted to examine the seismic performance of masonry infills strengthened with particular materials on infilled reinforced concrete (RC) frame structures. Six 1:4 scaled-down RC frame specimens had been prepared, including one brick-infilled frame without strengthening and five brick infills strengthened with innovative strengthening materials. The materials were steel wire mesh, chicken hexagonal wire mesh, plastic wire mesh, fiber-reinforced polymer (FRP), and plastic stretch film. The strengthening was diagonally applied on both surfaces of the masonry infill. The steel wire mesh, chicken hexagonal wire mesh, and plastic wire mesh were sewn using steel wire, while the FRP sheet was glued using epoxy resin and the plastic stretch film was glued using synthetic rubber adhesive. The specimens were tested following the FEMA 461 standard testing protocol, which involved applying lateral static cyclic loading to the specimens. The displacement transducer apparatus measured the deformations of the specimens, and crack propagation was observed during experimental works. The experimental results showed that most specimens exhibited an increase in their lateral strength, secant stiffness, deformation capacity, and energy dissipation. Among all prepared specimens, the specimen using plastic stretch film showed the best and most promising results, i.e., long deformation and steady lateral strength after yielding. This result suggests that using plastic stretch for strengthening can increase ductility performance. It is expected to withstand earthquake shaking, has low application costs, and is feasible for application even by unskilled local laborers.

Mass wasting along the Cascadia subduction zone: Implications for abyssal turbidite sources and the earthquake record

The only submarine records of large (>Mw7) prehistoric earthquakes along the Cascadia subduction zone are derived from sequences of deep sea turbidites interpreted to represent synchronous, shaking-induced failures along the continental slope. However, the spatial correlation of these deposits along the margin is complicated and the chronological constraints involve significant uncertainties, raising questions about how these deposits were generated. Here we present the most comprehensive spatial database of seafloor failure scarps across the Cascadia margin to date, with more than 8700 features mapped. We observe pervasive mass wasting of the steep lower slope along the ∼800 km length of the margin. This portion of the margin is heavily deformed, uplifted and oversteepened, such that it may be optimally preconditioned to fail during intense shaking events. Our results suggest disintegration of the steep lower slope is likely the primary source of turbidity flows triggered by earthquake shaking in Cascadia. This more proximal source for seismoturbidite generation may be the principal process along subduction margins with steep lower slope topography and may explain why seismoturbidites are found in areas containing few submarine canyons. Furthermore, the extensive mass wasting present on the steep lower slope of central Cascadia, a critical 250 km long section where no records currently exist, suggests additional turbidite records may be found along this portion of the margin by selecting optimal sample sites based on failure patterns. The strong clustering of seafloor failures along the lower slope also suggests the most earthquake intense shaking may be spatially restricted to a narrow zone along the deformation front, which could have important implications for hazard predictions across the region.

Latency and geofence testing of wireless emergency alerts intended for the ShakeAlert® earthquake early warning system for the West Coast of the United States of America

ShakeAlert, the earthquake early warning (EEW) system for the West Coast of the United States, attempts to provides crucial warnings before strong shaking occurs. However, because the alerts are triggered only when an earthquake is already in progress, and the alert latencies and delivery times are platform dependent, the time between these warnings and the arrival of shaking is variable. The ShakeAlert system uses, among other public alerting platforms like a mobile phone operating system, smartphone apps, and the Federal Emergency Management Agency Integrated Public Alert & Warning System (IPAWS). IPAWS sends Wireless Emergency Alerts (WEAs) informing people via their smartphones and other mobile devices about various events, such as natural hazards, child abductions, or public health information about COVID-19. However, little is known about the IPAWS delivery latencies. Given that people may have only a few seconds of notice after they receive an alert to take a protective action before they feel earthquake shaking, quantifying latencies is critical to understanding whether the IPAWS system is useful for EEW. In this study, we developed new methods to test the IPAWS distribution system's performance, both with devices in a controlled environment and as well as with a 2019 community-based feedback form, in Oakland and San Diego County, California, respectively. The controlled environment test used mobile phones (including smart and non-smart phones) and associated devices to determine alert receipt times; the community research form had participants self-report their receipt times. By triangulating the data between the controlled test environment and the community research, we determined the latency statistics as well as whether the geofence (the geographic area where the alert was intended to be sent) held broadly. We found that the latencies were similar between the two tests despite the large differences in population sizes. WEA messages were received within a median time frame of 6–12 s, and the geofence held with only a few exceptions. We use this latency to assess how the system would have performed in two large earthquakes, the 1989 M6.9 Loma Prieta and 2019 M7.1 Ridgecrest earthquakes, which both occurred near our WEA test locations. Our analysis revealed that had IPAWS been available during those earthquakes, particularly Loma Prieta, it would have provided crucial seconds of notice that damaging shaking was imminent in some locations relatively far from the epicenter. Further, we find affordable non-smart phones can receive WEAs as fast as smartphones. Finally, our new method can be used for latency and geospatial testing going forward for IPAWS and other similar alerting systems.

Analysis of Slope Stability and Soil Liquefaction of Zoned Earth Dams Using Numerical Modeling

The design of dams requires comprehensive studies to ensure the safety and feasibility of these important engineering projects, as any possible failure case may lead to considerable losses in human life and properties. Specifically, analyses should be performed to evaluate seepage, slope stability, and soil liquefaction of large earth dams. In this study, numerical modeling, based on finite element methods, was used to analyze seepage, slope stability, and liquefaction of Makhoul Dam which is a large zoned dam, currently under construction on Tigris River in the north of Iraq. Earthquake shakings impose additional hysteric and short-term loads that may lead to dam failure due to high pore water pressure, piping, and soil liquefaction. Therefore, the dynamic stability of the dam and soil liquefaction were also evaluated, as a result of applying an earthquake shaking to the dam. For the static condition, the dam was safe against internal erosion and slope failure, as the calculated value of the safety factor was greater than the allowable value. However, the results obtained from the dynamic analysis indicated that a possible earthquake, with an acceleration of 0.38g and 10 seconds period, led to upstream slope failure, a relative displacement as high as 2 meters at the dam crest, and soil liquefaction at the upstream slope. As discussed herein, dam redesign or geotextile reinforcement may be considered to reduce the effects of earthquakes on the dam.

Study of a Flat Slab Building with a Shear Wall at Periphery and X-Bracing

Abstract: Flat slab construction practice faces great risk during severe earthquake shaking. In the study two different types of flat slab buildings are taken into account; flat slab with shear wall at X-Bracing and flat slab with at periphery. This lateral force resisting mechanism strengthens structural stiffness of these flat slab structures. It is observed that the lateral force resisting capacity of flat slab structure increases significantly with the use of shear wall.

Natural disasters and human capital accumulation: Evidence from the 1976 Tangshan earthquake

This study analyzes the effects of fetal exposure to an earthquake in China on long-term human capital accumulation. We exploit the geographical and cohort variation in exposure to the 1976 Tangshan earthquake as a natural experiment. We separately estimate the effects of in utero exposure to high-intensity and low-intensity earthquake shaking. Difference-in-differences results indicate that individuals who experienced either high-intensity or low-intensity earthquake shaking in utero have lower educational attainment in adulthood. Since almost all the casualties and economic losses were concentrated in high-intensity regions during the earthquake, we argue that maternal psychological stress is a potential mechanism behind the effects of low-intensity shaking. We also find that females are more affected than males. However, we find no evidence of adverse effects on labor market outcomes.

Analytical and numerical investigations of base isolation system with negative stiffness devices

This study presents an innovative base isolation system with negative stiffness devices (NSDs) for seismic protection of structures. It is implemented by the vertical pre-stressed helical springs to generate variable stiffness in the lateral direction. The design concept of the NSDs is first introduced, and the induced lateral restoring force was given accordingly. The equation of motion with strong nonlinearity is established and simplified using the Taylor series expansion. The theoretical dynamic solution is obtained using the harmonic balance method, which is further compared with the numerical approach using the direct integration method. Results show that the theoretical solution could match well with numerical simulation when the system nonlinearity is insignificant. For this reason, a corresponding parameter with its recommended critical value is provided to determine the applicability of the analytical approach. Performance evaluation of the isolation system with NSDs is conducted through the incremental dynamic analysis using two single-degree-of-freedom models. As expected, the auxiliary NSDs promote the isolation effect under minor and moderate earthquakes, while the large isolation deformation could be reduced under major earthquakes. Moreover, the NSDs are especially effective under near-field earthquakes with pulse-like components. Some potential drawbacks of this isolation system are also discussed, including the potential amplified acceleration response induced by the restraining of excessive displacement and considerable residual deformation after earthquake shaking.

3D seismic response characteristics of a pile-mat-founded AP1000 nuclear-island building considering nonlinear hysteretic behavior of soil

Given the increase of nuclear power plants, it has become unavoidable for the pile-supported nuclear-island buildings to be constructed on the coastal deposits potentially influenced by strong earthquakes. The coupling influences of the hysteresis nonlinearity of soil and the soil-pile-structure interaction (SPSI) have not yet been considered comprehensively in the seismic response analysis of the nuclear-island building, although it is a vital issue. On the basis of a newly-developed generalized non-Masing hysteretic constitutive model, a 3D integrated simulation method is proposed to evaluate the seismic responses of the pile-mat-founded nuclear-island building system subjected to multidirectional earthquake motions. This integrated method involves an explicit parallel algorithm framework, comprising the nuclear-island building modeling, the pile-mat foundation modeling, the inhomogeneous soil domain modeling, and the artificial boundary condition. The bedrock records of near-field, moderate-far field and far-field earthquake scenarios are assumed for determining the bedrock motions of the ultimate and operational safety earthquakes. For an actual pile-mat-founded AP1000 nuclear-island building, the simulation results show the complexity and significance of the coupling effect of the site, the tridirectional earthquake shaking, and the secondary nonlinearity of soil. Such a complex coupling effect significantly increases the seismic responses of the pile-mat-founded nuclear-island building. A notable finding is that the scenario earthquakes with abundant long period components may have more destructive potential to the pile-mat-founded nuclear-island buildings than the scenario earthquakes with characteristics of abundant short period components and shorter durations. The results provide insights into the seismic design of the pile-mat-founded nuclear-island buildings, which could guide the design and construction of such similar facilities in the high seismic intensity regions.

Decoupled Fourier Amplitude spectrum to identify the inelastic dynamic characteristics of structures under earthquake loading

Earthquake damage in structures is related to the co-seismic elongation of the structural period that is used as a global damage proxy. The study introduces a novel and straightforward technique to estimate the predominant elastic and inelastic period of buildings during earthquake shaking. The proposed technique introduces the Decoupled Fourier Amplitude Spectrum (DFAS), which aims to decouple the spectrum of the response from the seismic excitation and allows the identification of the co-seismic vibration period during damaging earthquakes. The DFAS technique is applied to numerically-calculated linear and nonlinear responses of earthquake-excited SDOF systems in order to highlight the usefulness of the DFAS-based period identification. Further corroboration of the DFAS technique is provided by calculating the predominant inelastic frequency using structural responses recorded from three existing buildings during their excitation by severe earthquake events that led to structural damages. The DFAS-identified predominant inelastic frequency of the systems was found in good agreement with results based on well-established time-frequency transformations. The proposed technique is expected to facilitate the damage assessment and the associated quantification of limit states on the basis of either monitored responses of existing structures or numerical predictions.

The MyShake App: User Experience of Early Warning Delivery and Earthquake Shaking

Abstract MyShake is a free citizen science and public safety smartphone application that delivers the United States ShakeAlert program’s Earthquake Early Warning to the public in the states of California, Oregon, and Washington. Although smartphone notifications have long been a component of the ShakeAlert warning delivery plan, very little data has been published on the efficiency and accuracy of such communication. MyShake records timestamps in its alert processing system, including the time it takes for a phone to receive and acknowledge an alert’s delivery. We use data collected for five representative earthquakes—three in urban regions, two rural events—since October 2019 to assess MyShake alert delivery latencies and ground-motion prediction accuracy. For these events, MyShake was capable of efficiently processing and delivering warnings. For the smaller urban events that occur beneath the target population, about half of recipients received a warning before the estimated onset of the S-wave, and up to 90% received an alert prior to experiencing peak shaking. When earthquakes occur further from populated areas, the warning time naturally increases. Smartphone acceleration recordings can also be used to quantify the user experience during earthquakes because they are colocated with people. A review of waveforms collected by MyShake shows a systematic amplification of shaking recorded by smartphones relative to nearby traditional stations. The median amplification calculated using records from all five sample events is a factor of 3.1. Once this correction is applied, MyShake peak accelerations are generally consistent with the distribution of shaking intensities in the U.S. Geological Survey ShakeMap product, whereas also showing some individual sites with substantial amplification and de-amplification. In addition to delivering early warnings, therefore, MyShake provides a waveform observation dataset to densify shaking intensity observations and thereby improve our understanding of earthquake effects and evaluate the accuracy of ShakeAlert’s alerting regions.

Observing Earthquake-Induced Velocity Change on the Rock Slope Following the 2021 M 7.4 Maduo Earthquake 780 km Away

Velocity changes (dv/v) during and after earthquakes are important indicators for understanding the earthquake-induced mechanical damage evolution of rock slopes. However, studying slope responses associated with various seismic loading still remains challenging due to limited in situ observations. In this article, we conduct a 20 min temporal resolution monitoring of dv/v at the frequency band between 2 and 20 Hz by applying ambient noise interferometry on the Pubugou rock slope in Southwest China. We observe an instantaneous ∼0.41% dv/v drop on the slope caused by the 2021 M 7.4 Maduo earthquake at a distance of 780 kM, following a characterized logarithmic recovery process of ∼31.39 h towards its pre-earthquake state. Moreover, the dv/v in five narrow frequency bands show a similar drop and subsequently increased recovery times associated with the deceased frequencies due to the long-distant earthquake shaking. We discuss two possible mechanisms related to the heterogeneous rock slope excited by the long-distant earthquake at a low frequency. The study motivates the damage assessment of the rock slope using in situ dv/v and furthers the understanding of subsurface geological risks under diverse seismic loadings.

Comparing single-station 6C measurements and array measurements for seismic microzonation in Munich, Germany

SUMMARY The essential goal of seismic microzonation is the estimation of the shallow velocity structure in order to characterize the local earthquake shaking characteristics. This is of special importance in densely inhabited areas with unfavourable soil conditions. The common approach is the analysis of ambient noise array data using frequency–wavenumber (FK) or spatial autocorrelation (SPAC) techniques. However, the installation of arrays is difficult, especially within urban environments, making single-station approaches more desirable. In this study, we directly compare the recently developed approach of velocity estimation using single-station six-component (6C) measurements, combining three translational and three rotational motions, with the established methods of FK and SPAC analysis. We conduct measurements in Munich’s inner city using a geophone array and an iXblue blueSeis-3A rotational motion sensor together with a Nanometrics Trillium Compact Seismometer, respectively. From the array data, as well as from the 6C data, Love and Rayleigh dispersion curves are estimated and further inverted for 1-D P- and S-wave velocity profiles. We find that all methods give similar results, indicating the potential of the novel 6C approach. Furthermore, adding horizontal-to-vertical spectral ratios enables the inversion for structures at greater depth and increases the resolution of the velocity structure. In addition, we test different array geometries to evaluate the influence of the sensor configuration on the results. As a last step, we compare the estimated velocity models to lithologic profiles and find an overall positive correlation, which supports our inversion results.