DOI: 10.5281/zenodo.14173244
title: Dataset on the experimental investigation of the seismic response of moment-resisting steel frames using shaking table tests

description: Description:

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 RWTHDynLab of the Chair of Structural Analysis and Dynamics (LBB) - RWTH Aachen University, in cooperation with the Institute of Structural Steel (STB) - RWTH Aachen and the Center for Wind and Earthquake Engineering (CWE) – RWTH Aachen.

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:



Identification of the modal properties of the test structure.

Measurement of the floor response in terms of acceleration and displacement.

Determination of the real floor response spectra based on the measurements of the acceleration sensors installed on the first and second floors.

Comparison of the expected peak accelerations from the floor response spectra with the peak accelerations measured by the accelerometers attached to the three SDOFs.


Test structure:

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.

Test setup:

The shaking table specifications are:



Table size: 3.0x3.0 m

Max. specimen mass: 10 t

Max. overturning moment: 30 m t

Max. actuator stroke: +/- 250 mm

Max. table velocity: +/- 1 m/s at rated load

Max. table acceleration: +/- 1g at rated load

Test frequency: 0 to 50 Hz


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. 

The properties of the accelerometers are:



Type: M3701-series

Manufacturer: PCB Piezotronics, Inc.

Measurement range: +/- 3g

Frequency range: 0-500 Hz

Sensitivity: 900 mV/g

Resolution: 2.2e-5g

Noise: 1 µg/Hz-0.5


The properties of the displacement tranducers are:



Type: LZW-M-500

Manufacturer: WayCon Positionsmesstechnik GmbH

Measurement range: +/- 250 mm

Linearity: +/- 0.05%

Repeatability: 0.01 mm

Displacement force: ≤15 N

Displacement speed: ≤5 m/s


Files:



Column_Base_Anchorage_v1.0.0.pdf



Photo of the column-base anchorage.



Data_v1.0.0.zip



Contains all data files according to the load protocols.

The experimental data is provided as .csv files for each load protocol. 



Instrumentation_Scheme_v1.0.0.pdf



.pdf file illustrating the sensor placements on the test structure.



Load_Protocols_v1.0.0.pdf



.pdf file listing all load protocols applied to the structure.



References_v1.0.0.bib



Contains a bibtex reference with the associated publications.



Shake_Table.jpg



Photo of the shaking table without any specimen.



Test_Structure_v1.0.0.pdf



Photo of the shaking table including the test structure.



Test_Structure_Sketch_v1.0.0.pdf



.pdf file illustrating the test structure.



Time_Histories_v1.0.0.pdf



.pdf file including plots of the measurement data.




File format of the datasets:

The data is stored in .csv files, where each file contains the following columns (see also 'Instrumentation_Scheme_v1.0.0.pdf'):



Time (s): Time in seconds since the start of the test (time step equals 0.0025 s).

Acc_0 (m/s2): Acceleration signal measured in m/s2 on the shaking table in the direction of excitation (Axis A-A).

Acc_1 (m/s2): Acceleration response of the structure measured in m/s2 on the first floor in the direction of excitation (Axis A-A).

Acc_2 (m/s2): Acceleration response of the structure measured in m/s2 on the second floor in the direction of excitation (Axis A-A).

Acc_L (m/s2): Acceleration response of SDOF I measured in m/s2 in the direction of excitation.

Acc_F (m/s2): Acceleration response of SDOF II measured in m/s2 in the direction of excitation.

Acc_H (m/s2): Acceleration response of SDOF III measured in m/s2 in the direction of excitation.

Acc_G (m/s2): Acceleration response of the structure measured in m/s2 on the second floor in the direction of excitation (Axis B-B).

Acc_J (m/s2): Acceleration response of the structure measured in m/s2 on the second floor in the transverse direction of excitation (Axis B-B).

Dis_0 (mm): Displacement signal measured mm on the shaking table in the direction of excitation (Axis A-A).

Dis_1 (mm): Displacement response of the structure measured in mm on the first floor in the direction of excitation (Axis A-A).

Dis_2 (mm): Displacement response of the structure measured in mm on the second floor in the direction of excitation (Axis A-A).


These data files can easily be uploaded using the pandas library in Python. For example by:

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)"]

Contact:

Please send your enquiries regarding the shaking table to dynamics@lbb.rwth-aachen.de. Further information can be found on our website.

Usage/License:



The data is licensed under CC BY-SA 4.0.

If you have used our data and are publishing your work, we ask you to please reference both



this database by its DOI, and

any publication that is associated with the experiments. See the "References_v1.0.0.bib" for the associated publication references.




Fundings:



Deutsche Forschungsgemeinschaft - Grant number: INST 222/1161-1 FUGG. Einaxialer Schwingtisch für dynamische Modell- und Bauteilversuche.

Bundesministerium für Bildung und Forschung - Grant number: 03G0892A. 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.