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11 results for “Shaking Table”
Dataset on the experimental investigation of the seismic response of moment-resisting steel frames using shaking table tests
<h2>Description:</h2> <p>This dataset contains data from experimental shake table tests conducted on a two-storey steel-frame structure, involving linear sweep, white noise, impulse, and seismic excitations (see 'Load_Protocols_v1.0.0.pdf'). The experiments were carried out using the uniaxial shaking table at the <a href="https://www.lbb.rwth-aachen.de/cms/lbb/der-lehrstuhl/~bjlfvq/geraetezentzrum/?lidx=1">RWTHDynLab</a> of the <a href="https://www.lbb.rwth-aachen.de/go/id/eaxh/">Chair of Structural Analysis and Dynamics (LBB) - RWTH Aachen University</a>, in cooperation with the <a href="https://www.stb.rwth-aachen.de/cms/~iozv/STB/">Institute of Structural Steel (STB) - RWTH Aachen</a> and the <a href="https://www.cwe.rwth-aachen.de/home-2/">Center for Wind and Earthquake Engineering (CWE) – RWTH Aachen</a>.</p> <p>The experimental campaign was developed to gain a better understanding of the interaction between the main structure and non-structural components, to investigate the reliability and accuracy of analytical methods to predict response floor spectra and non-structural component acceleration described in various guidelines and seismic codes. Regarding applications of Structural Health Monitoring the necessity for additional sensors on non-structural components was studied. Three single-degree-of-freedom oscillators (SDOFs) were connected to the upper floor representing non-structural components. The test structure was subjected to a total of twelve earthquake excitations with different spectral properties. The main objectives of the test campaign were:</p> <ul> <li>Identification of the modal properties of the test structure.</li> <li>Measurement of the floor response in terms of acceleration and displacement.</li> <li>Determination of the real floor response spectra based on the measurements of the acceleration sensors installed on the first and second floors.</li> <li>Comparison of the expected peak accelerations from the floor response spectra with the peak accelerations measured by the accelerometers attached to the three SDOFs.</li> </ul> <h3>Test structure:</h3> <p>The test structure consisted of a two-storey steel structure which was stabilised in the direction of excitation by moment resisting frames (MRFs). In the transverse direction the global stability was ensured by concentrically braced frames (braces QRo 50x5). The structure was designed in accordance with provisions of prEN-1998-1 for energy dissipation and ductile seismic behaviour. As ductile members were considered the frame beams so that the columns and connections remain undamaged. An illustration of the test structure is depicted in 'Test_Structure_Sketch_v1.0.0.pdf'. The dimensions of the test structure are: 2.40 m in length, 2.40 m in width and 3.78 m in total height (1st storey: 2.02 m; 2nd storey: 1.76 m). Four large steel I-sections, each with a dead weight of 1700 kg, were attached to the main structure as masses and secured by U-Profiles. A tank with a dead load of approx. 100 kg and a volume of 400 litres was mounted onto the first floor. The tank remained empty during this test series. HEA200 profiles (S355-J2) were selected as column profiles, whereas IPE160 profiles (S235-JR) as frame beams. All main and secondary beams were realised by HEA140 profiles (S235-JR). Four L60x6 bars were arranged in a rhombus shape in the floor plane to ensure a diaphragm action. In the area of the MRF connections, the columns were reinforced with an additional double web plate (t = 10 mm) and with three ribs (t = 10 mm) at the level of the beam top flange, the beam bottom flange and the haunch flange. The beam-to-column connections were classified as full strength and semi-rigid in terms of capacity and stiffness. The critical welds connecting the frame transom to the top plate (t = 15 mm) were designed as full penetration groove welds in accordance with the specifications of Annex E of prEN1998-1 for seismically standardised connections. Twelve M16-10.9 bolts were used to ensure the force transfer between the beam and column. All connections of the secondary beams to the main beams were realised as end plate connections to prevent premature failure due to combined loading by normal and shear forces. The arrangement of the secondary beams and the corresponding force transmission was conceptualized in such a way that the frame beams could be replaced after a series of tests without having to remove the masses and the tank. The columns were hinged to the shaking table (see 'Column_Base_Anchorage_v1.0.0.pdf'). Slots in the anchor plates allow the rotation of the support base around the strong axis of the columns. The anchoring to the shaking table was realised using four M24-8.8 threaded rods. To simulate non-structural components, three SDOFs were attached to the centre of the secondary beams that run across the frame transom on the second floor (see 'Test_Structure_v1.0.0.pdf'). The SDOFs consisted of a flat steel and a mass. Depending on the thickness of the flat steel and the position of the mass, the three SDOFs were calibrated so that the natural frequency of the first SDOF matches the natural frequency of the second modal shape of the test structure in the frame direction, and the natural frequency of the third SDOF corresponds the first natural frequency of the structure. The natural frequency of the second SDOF was set so that it lies between those of the other SDOFs, creating a staggered range of dynamic responses.</p> <h3>Test setup:</h3> <p>The shaking table specifications are:</p> <ul> <li>Table size: 3.0x3.0 m</li> <li>Max. specimen mass: 10 t</li> <li>Max. overturning moment: 30 m t</li> <li>Max. actuator stroke: +/- 250 mm</li> <li>Max. table velocity: +/- 1 m/s at rated load</li> <li>Max. table acceleration: +/- 1g at rated load</li> <li>Test frequency: 0 to 50 Hz</li> </ul> <p>The instrumentation scheme of the test setup consisted of accelerometers and displacement tranducers, measuring the excitation provided by the shaking table and the response of the structure. Regarding the global response of the test structure, the recordings of the accelerometers and displacement tranducers indicated in the uploaded file 'Instrumentation_Scheme_v1.0.0.pdf' are provided. </p> <p>The properties of the accelerometers are:</p> <ul> <li>Type: M3701-series</li> <li>Manufacturer: PCB Piezotronics, Inc.</li> <li>Measurement range: +/- 3g</li> <li>Frequency range: 0-500 Hz</li> <li>Sensitivity: 900 mV/g</li> <li>Resolution: 2.2e-5g</li> <li>Noise: 1 µg/Hz<sup>-0.5</sup></li> </ul> <p>The properties of the displacement tranducers are:</p> <ul> <li>Type: LZW-M-500</li> <li>Manufacturer: WayCon Positionsmesstechnik GmbH</li> <li>Measurement range: +/- 250 mm</li> <li>Linearity: +/- 0.05%</li> <li>Repeatability: 0.01 mm</li> <li>Displacement force: ≤15 N</li> <li>Displacement speed: ≤5 m/s</li> </ul> <h2>Files:</h2> <ul> <li>Column_Base_Anchorage_v1.0.0.pdf <ul> <li>Photo of the column-base anchorage.</li> </ul> </li> <li>Data_v1.0.0.zip <ul> <li>Contains all data files according to the load protocols.</li> <li>The experimental data is provided as .csv files for each load protocol. </li> </ul> </li> <li>Instrumentation_Scheme_v1.0.0.pdf <ul> <li>.pdf file illustrating the sensor placements on the test structure.</li> </ul> </li> <li>Load_Protocols_v1.0.0.pdf <ul> <li>.pdf file listing all load protocols applied to the structure.</li> </ul> </li> <li>References_v1.0.0.bib <ul> <li>Contains a bibtex reference with the associated publications.</li> </ul> </li> <li>Shake_Table.jpg <ul> <li>Photo of the shaking table without any specimen.</li> </ul> </li> <li>Test_Structure_v1.0.0.pdf <ul> <li>Photo of the shaking table including the test structure.</li> </ul> </li> <li>Test_Structure_Sketch_v1.0.0.pdf <ul> <li>.pdf file illustrating the test structure.</li> </ul> </li> <li>Time_Histories_v1.0.0.pdf <ul> <li>.pdf file including plots of the measurement data.</li> </ul> </li> </ul> <h2>File format of the datasets:</h2> <p>The data is stored in .csv files, where each file contains the following columns (see also 'Instrumentation_Scheme_v1.0.0.pdf'):</p> <ul> <li>Time (s): Time in seconds since the start of the test (time step equals 0.0025 s).</li> <li>Acc_0 (m/s2): Acceleration signal measured in m/s<sup>2</sup> on the shaking table in the direction of excitation (Axis A-A).</li> <li>Acc_1 (m/s2): Acceleration response of the structure measured in m/s<sup>2</sup> on the first floor in the direction of excitation (Axis A-A).</li> <li>Acc_2 (m/s2): Acceleration response of the structure measured in m/s<sup>2</sup> on the second floor in the direction of excitation (Axis A-A).</li> <li>Acc_L (m/s2): Acceleration response of SDOF I measured in m/s<sup>2</sup> in the direction of excitation.</li> <li>Acc_F (m/s2): Acceleration response of SDOF II measured in m/s<sup>2</sup> in the direction of excitation.</li> <li>Acc_H (m/s2): Acceleration response of SDOF III measured in m/s<sup>2</sup> in the direction of excitation.</li> <li>Acc_G (m/s2): Acceleration response of the structure measured in m/s<sup>2</sup> on the second floor in the direction of excitation (Axis B-B).</li> <li>Acc_J (m/s2): Acceleration response of the structure measured in m/s<sup>2</sup> on the second floor in the transverse direction of excitation (Axis B-B).</li> <li>Dis_0 (mm): Displacement signal measured mm on the shaking table in the direction of excitation (Axis A-A).</li> <li>Dis_1 (mm): Displacement response of the structure measured in mm on the first floor in the direction of excitation (Axis A-A).</li> <li>Dis_2 (mm): Displacement response of the structure measured in mm on the second floor in the direction of excitation (Axis A-A).</li> </ul> <p>These data files can easily be uploaded using the pandas library in Python. For example by:</p> <pre><code>import pandas as pd df = pd.read_csv('1_IM_4mm.csv') time = df["Time (s)"] acc_0 = df["Acc_0 (m/s2)"] dis_0 = df["Dis_0 (mm)"]</code></pre> <h2>Contact:</h2> <p>Please send your enquiries regarding the shaking table to <a href="dynamics@lbb.rwth-aachen.de">dynamics@lbb.rwth-aachen.de</a>. Further information can be found on our <a href="https://www.lbb.rwth-aachen.de/cms/lbb/der-lehrstuhl/~bjlfvq/geraetezentzrum/?lidx=1">website</a>.</p> <h2>Usage/License:</h2> <ul> <li>The data is licensed under CC BY-SA 4.0.</li> <li>If you have used our data and are publishing your work, we ask you to please reference both <ul> <li>this database by its DOI, and</li> <li>any publication that is associated with the experiments. See the "References_v1.0.0.bib" for the associated publication references.</li> </ul> </li> </ul> <h2>Fundings:</h2> <ul> <li>Deutsche Forschungsgemeinschaft - <em>Grant number: INST 222/1161-1 FUGG</em>. Einaxialer Schwingtisch für dynamische Modell- und Bauteilversuche.</li> <li>Bundesministerium für Bildung und Forschung - <em>Grant number: 03G0892A</em>. ROBUST – Nutzerorientiertes Erdbebenfrühwarnsystem mit intelligenten Sensorsystemen und digitalen Bauwerksmodellen – Entwicklung Installation und Anwendung von sensorbasierten Monitoringsystemen mit BIM-Integration zur Echtzeit-Schadenerkennung in kritischen Infrastrukturen.</li> </ul>
Blind Prediction Competition - Sera.ta - Seismic Response of Masonry Cross Vaults: Shaking table tests and numerical validations
<p>Masonry vaults play a much relevant role in the seismic response of heritage masonry buildings, ranging from housing to the greatest cathedrals. Acting as both a ceiling and a structural horizontal diaphragm with significant mass, their mechanical behaviour affects the overall seismic response of buildings, in terms of strength, stiffness, and ductility. Moreover, local damage and collapse of vaults may produce significant losses in terms of cultural assets and casualties. In spite of the importance of this topic, the evaluation of the complex three-dimensional behaviour of vaults is still an important challenge for researchers. The main objectives of the present research project are:<br> 1) to better understand the seismic behaviour of masonry cross vaults by means of shaking table tests on both full-scale and small-scale models;<br> 2) to assess the capability of different modelling/analysis approaches to predict the seismic response of these masonry structures.</p> <p>In particular, three sets of shaking table tests are planned:<br> a. Tests on a 1:1 scale model of a brick unreinforced masonry cross vault: to investigate the behaviour of brick masonry cross vaults under different seismic inputs, in terms of damage, displacement capacity and peak acceleration.<br> b. Tests on a 1:1 scale model of a brick reinforced masonry cross vault: to evaluate the effectiveness of reinforcing techniques to repair the vaults tested in a).</p> <p>In addition to the experimental tests, a blind prediction competition is performed to assess the efficacy of different modelling strategies and analysis techniques. The final aims are to improve the safety assessment procedures proposed for historic masonry buildings in Eurocode 8.3 and to provide better seismic assessment techniques and strengthening measures.</p>
Database of Uniaxial Shaking Table Tests for a Two-Storey Steel-Frame Structure
<h2>Description:</h2> <p>This data set contains data from experiments conducted on a two-storey steel-frame structure, involving sine-sweep, white noise, impulse, and earthquake loading. The experiments were carried out using a uniaxial shaking table of the <a href="https://www.lbb.rwth-aachen.de/go/id/eaxh/">Institute of Structural Analysis and Dynamics (LBB) - RWTH Aachen University</a>, in cooperation with the <a href="https://www.stb.rwth-aachen.de/cms/~iozv/STB/">Institute of Structural Steel (STB) - RWTH Aachen</a> and the <a href="https://www.cwe.rwth-aachen.de/home-2/">Center for Wind and Earthquake Engineering (CWE) – RWTH Aachen</a>.</p> <h3>Test structure:</h3> <p>The test structure was a two-storey, single-bay moment resisting frame (MRF) in the direction of excitation. In the perpendicular direction, a concentrically braced system provided lateral stability. The dimensions of the test structure were: 2.40 m length, 2.40 m width, and 3.78 m total height. Each floor had a distinct height: 2.02 m for the first floor and 1.76 m for the second. The moment resisting connections were realized as bolted extended unstiffened endplate joints. The column web panel was strengthened by two supplementary web plates (SWP) and continuity plates (CP). The base plate was meticulously modified to allow for rotation movement in order to approximate a pinned boundary condition. In addition, diaphragm action was ensured using diagonally arranged L-profiles in the plane of each floor. For additional mass, four steel I-profiles, each weighting 1650 kg were attached to the main structure (2 on each floor) and were secured by using steel U-profiles. An industrial pressure vessel with a self-weight of 100 kg, which remained empty for the first phase of the experimental campaign, was additionally mounted on the first floor. </p> <p>The properties of the frame structure are:</p> <ul> <li>Columns: HEA200 S355-J2 + 2 SWP + 6 CP</li> <li>Beams: HEA160 S235-JR</li> <li>Bolts: 8x M16, 10.9 HV</li> <li>Joints: Partial strength, semi-rigid</li> <li>End-plate: 272x190x8 mm</li> <li>Welds: Full penetration groove welds</li> </ul> <h3>Test setup:</h3> <p>The shaking table specifications are:</p> <ul> <li>Table size: 3.0x3.0 m</li> <li>Max. specimen mass: 10 t</li> <li>Max. overturning moment: 30 m t</li> <li>Max. actuator stroke: +/- 250 mm</li> <li>Max. table velocity: +/- 1 m/s at rated load</li> <li>Max. table acceleration: +/- 1g at rated load</li> <li>Test frequency: 0 to 50 Hz</li> </ul> <p>The instrumentation scheme of the test setup consisted mainly of accelerometers, displacement tranducers and strain gauges, measuring the excitation provided by the shaking table and the response of the structure. Regarding the global response of the test structure, the recordings of the accelerometers and displacement tranducers indicated in the uploaded file 'Instrumentation_Scheme_v1.0.0.pdf' are provided. </p> <p>The properties of the accelerometers are:</p> <ul> <li>Type: M3701-series</li> <li>Manufacturer: PCB Piezotronics, Inc.</li> <li>Measurement range: +/- 3g</li> <li>Frequency range: 0-500 Hz</li> <li>Sensitivity: 900 mV/g</li> <li>Resolution: 2.2e-5g</li> <li>Noise: 1 µg/Hz<sup>-0.5</sup></li> </ul> <p>The properties of the displacement tranducers are:</p> <ul> <li>Type: LZW-M-500</li> <li>Manufacturer: WayCon Positionsmesstechnik GmbH</li> <li>Measurement range: +/- 250 mm</li> <li>Linearity: +/- 0.05%</li> <li>Repeatability: 0.01 mm</li> <li>Displacement force: ≤15 N</li> <li>Displacement speed: ≤5 m/s</li> </ul> <h2>Files:</h2> <ul> <li>Load_Protocols_v1.0.0.pdf <ul> <li>.pdf file listing all load protocols applied to the structure.</li> </ul> </li> <li>Time_Histories_v1.0.0.pdf <ul> <li>.pdf file displaying the acceleration and displacement time histories according to the load protocols.</li> </ul> </li> <li>Data_v1.0.0.zip <ul> <li>Contains all data files according to the load protocols.</li> <li>The experimental data is provided as .csv files for each load protocol. The experiments are named by the load protocol. A .pdf file contains the corresponding data plots.</li> </ul> </li> <li>References_v1.0.0.bib <ul> <li>Contains a bibtex reference with the associated publications.</li> </ul> </li> <li>Shake_Table.jpg <ul> <li>Photo of the shaking table without any specimen.</li> </ul> </li> <li>Test_Structure_v1.0.0.jpg <ul> <li>Photo of the shaking table including the test structure.</li> </ul> </li> <li>Test_Structure_Sketch_v1.0.0.pdf <ul> <li>.pdf file illustrating the test structure.</li> </ul> </li> <li>Instrumentation_Scheme_v1.0.0.pdf <ul> <li>.pdf file illustrating the sensor placements on the test structure.</li> </ul> </li> </ul> <h2>File format of the data sets:</h2> <p>The data is stored in .csv files, where each file contains the following columns:</p> <ul> <li>Time: Time in seconds since the start of the test (time step equals 0.003 s).</li> <li>Acc_0: Acceleration signal measured in m/s<sup>2</sup> on the shaking table.</li> <li>Acc_1: Acceleration response of the structure measured in m/s<sup>2</sup> on the first floor.</li> <li>Acc_2: Acceleration response of the structure measured in m/s<sup>2</sup> on the second floor.</li> <li>Disp_0: Displacement signal measured mm on the shaking table.</li> <li>Disp_1: Displacement response of the structure measured in mm on the first floor.</li> <li>Disp_2: Displacement response of the structure measured in mm on the second floor.</li> </ul> <p>These data files can easily be uploaded using the pandas library in Python. For example by:</p> <pre><code>import pandas as pd df = pd.read_csv('LP01_Sweep_001.csv') time = df["Time"] acc_0 = df["Acc_0"] disp_0 = df["Disp_0"]</code></pre> <h2>Contact:</h2> <p>Please send your enquiries regarding the shaking table to <a href="dynamics@lbb.rwth-aachen.de">dynamics@lbb.rwth-aachen.de</a>. Further information can be found on our <a href="https://www.lbb.rwth-aachen.de/go/id/eaxh/">website</a>.</p> <h2>Usage/License:</h2> <ul> <li>The data is licensed under CC BY-SA 4.0.</li> <li>If you have used our data and are publishing your work, we ask you to please reference both <ul> <li>this database by its DOI, and</li> <li>any publication that is associated with the experiments. See the "References_v1.0.0.bib" for the associated publication references.</li> </ul> </li> </ul> <h2>Fundings:</h2> <ul> <li>Deutsche Forschungsgemeinschaft - <em>Grant number: INST 222/1161-1 FUGG</em>. Einaxialer Schwingtisch für dynamische Modell- und Bauteilversuche.</li> <li>Bundesministerium für Bildung und Forschung - <em>Grant number: 03G0892A</em>. ROBUST – Nutzerorientiertes Erdbebenfrühwarnsystem mit intelligenten Sensorsystemen und digitalen Bauwerksmodellen – Entwicklung Installation und Anwendung von sensorbasierten Monitoringsystemen mit BIM-Integration zur Echtzeit-Schadenerkennung in kritischen Infrastrukturen.</li> </ul> <p> </p>
A database of shake-table tests conducted on unreinforced masonry buildings
<p>To date, databases focusing on unreinforced masonry have primarily been developed exclusively at the element level, specifically for stone and brick masonry walls. However, despite the significance of understanding the seismic behavior of complete buildings, a database of experimental results at this structural level had not been developed to date. This repository provides an open-access database containing the results of 69 shake-table experiments on unreinforced masonry structures that have been tested over previous decades. The database is organized in a consistent format, allowing the engineering and research communities to access detailed information and results of each test conveniently.</p><p>This project seeks to play an important role in enhancing modeling techniques, model validation, and reducing uncertainties, thereby benefiting earthquake engineering researchers and practitioners and promoting improvements in design and retrofitting standards, particularly for unreinforced masonry buildings, by facilitating the search, exchange, and reuse of experimental data from shake-table tests.</p><p> </p><p>Please cite as: Haindl, M., Beyer, K., & Smith, Ian F. C. (2023). "A database of shake-table tests conducted on unreinforced masonry buildings". Submitted to Earthquake Spectra</p>
High-rate GNSS data collected during shake table experiment
<p>The dataset contains high-rate GNSS data collected during shake table experiment. A displacement-controlled experiment was designed and carried out at the UWM Olsztyn campus. The in-house developed shake table provided artificial dynamic displacements. The device induced forwardbackward uniaxial motion with dedicated speed and range, simulating a sin-wave displacement with constant frequency and amplitude. We have induced a few ~50-s long harmonic motions in the E-W direction of frequency in the 1-4 Hz range and amplitudes of 5-15 mm. A whole data collection period lasted approximately 1 hour, also including initial and inter excitations’ static periods.</p>
Postdiction Competition - Sera.ta - Seismic Response of Masonry Cross Vaults: Shaking table tests and numerical validations
<p>Once the blind prediction has been completed (DOI 10.5281/zenodo.7624666), new data are given to the research groups to perform the post diction simulations. The main objectives are:</p> <ul> <li>to calibrate the numerical model based on the dynamic properties;</li> <li>to emprove the capability of different modelling/analysis approaches and better justify the numerical assumptions.</li> </ul> <p>Below you can find the data set for the post diction analysis namely:</p> <ul> <li>Unstrengthened specimen results: </li> <li>Strengthened specimen results: </li> <li>Results of mix mortars used for the TRM technique:</li> </ul> <p> </p>
UNAM Mexico City Shake Table Tests on an Isolated building_2018
<p>Video showing shake table tests of a 5-story miniature building isolated with double concave friction pendulums. Testing was conducted at the shaking table of the Instituto de Ingenieria, National University of Mexico, Mexico City.</p> <p>Ground acceleration record input: Llolleo, recorded March 3, 1985, Chile (Ms 7.8), record was not scaled</p> <p>Grant: CONACYT, Mexico, Grant No 167445</p> <p>The isolators were donated for this research by FIP Industriale (Italy)</p>
Dataset of the experimental campaign presented in the paper entitled "Shaking table seismic experimental investigation of lightweight rigid bodies"
<p>This study presents the findings of an extensive shaking table experimental campaign conducted on nine free standing wooden specimens, aiming at providing insights on the rigid body motion of free-standing objects. The specimens, which differ in slenderness and size, are characterized by impairments in their base surface and most likely in their shapes, which also lead to asymmetric responses. The imperfections of the tested objects are an additional source of uncertainty with respect to the intrinsic chaotic character of the rigid body motion, which is a crucial factor that prevents the reproducibility of the tests and induces discrepancies between specimen responses and those of their ideal models. A contactless measurement strategy is employed to assure unaltered data acquisition. The experimental campaign includes free vibration tests, pulse excitation and natural ground motions tests; the dynamic responses of the specimens are organized and rearranged, aiming at providing a comprehensive set of data that could be employed for calibrating numerical models accounting for imperfect conditions. The damping properties of the specimens are discussed, providing a novel estimation of the coefficient of restitution based on the free vibration tests. The limits of the ideal simple rigid model are highlighted, and the roles of size factor and aspect ratio are discussed according to the obtained results.</p>
Kinematics characteristics of rockfalls during earthquakes: Insights from shaking table tests
<p>This dataset contains the experimental results of runout distance and lateral displacement from all over 3000 tests, categorized and labeled based on different influencing factors, including Triangular prism, Quadrangular prism, Pentagonal prism, Hexagonal prism, Initial velocity, Slope type, Slenderness ratio.</p>
Local Inertial Acceleration for P-wave Shaking Table
<p>The database provides detailed measurements of acceleration along the x-axis within a local reference frame. These measurements are acquired using a Shaking Table that simulates P-wave motion along the x-axis in an IMU (Inertial Measurement Unit). The data is processed with a gravity filter and compensate the Coriolis effect in the IMU.</p> <p>The dataset contains four experiments at 6.25hz, 6.94hz, 7.81hz and 8.92hz. Each experiment presents the acquired accelerations in the x-axis and the corresponding dt.</p> <p> </p> <p><strong>IF YOU USE THIS DATASET, PLEASE CITE OR ARTICLE</strong></p> <p>Title: Inertial Methodology for the Monitoring of Structures in Motion Caused by Seismic Vibrations"<br>Journal: Infrastructures<br>Volume: 9<br>Year: 2024<br>ISSN: 2412-3811<br>DOI: 10.3390/infrastructures9070116</p>
Shake Table tests on one-third scaled RC frames
<p>Shake Table test data on five one-third scaled RC frame models</p>
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