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32 results for “Reinforced Concrete”
Case study of self-compacting, fiber reinforced, lightweight concrete, intended for production of precast elements
<p>This a dataset set to paper entitled: "Case study of self-compacting, fiber reinforced, lightweight concrete, intended for production of precast elements".</p> <p>Dataset is one excel file divided in various sheets containing:</p> <ol> <li>Properties of used aggregates</li> <li>Initial properties of concrete</li> <li>Composition of concrete</li> <li>Concrete with fibres</li> <li>Final concrete</li> </ol>
Monotonic Flexural Testing of Corroded Reinforced Concrete Beams Database
<p>The database presented here provides a collection of 804 corroded reinforced concrete beams from 54 experimental programs available in the literature. All beam specimens were tested under simply-supported monotonic three/four-point bending conditions and failed in flexure-dominated modes. The database includes 45 independent variables, 11 dependent variables, 649 corroded members, and 155 uncorroded control beams, tested across 14 countries. Of the corroded beams, 11 were naturally corroded, 30 were corroded via long-term environmental exposure (typically in the form of salt spray or fog), and 608 were corroded artificially through the impressed-current method. All observations (individual beam tests) are statistically independent, as each data entry represents one independent test. Highlighted cells indicate non-reported variables.</p> <p>This database was compiled as part of the author's Ph.D. research for the purpose of predictive machine learning. Published articles applying the database can be accessed at:<br><br><a title="Persistent link using digital object identifier" href="https://doi.org/10.1016/j.dibe.2024.100527" target="_blank" rel="noreferrer noopener">https://doi.org/10.1016/j.dibe.2024.100527</a></p> <p>Please see the accompanying User's Manual PDF for a complete description of all nomenclature, abbreviations, assumptions, and calculations used to derive the input and response parameters.</p> <p>Please feel free to reach out to the authors if you have any queries or concerns. </p>
Earthquake Response of Reinforced Concrete Frames with Infill and Active External Confinement: Tests and Dataset
<p>One option to retrofit reinforced concrete (RC) frames is the construction of infill walls. Many studies have shown that infill increases lateral strength and stiffness but tends to reduce drift capacity relative to bare frames. Fewer studies have quantified reductions in drift demand attributed to infills prior to failure. This report summarizes experiments designed to compare drift demands of frames with and without infill. Included data comes from two theses completed at Purdue University which focused on the dynamic response of one-third scale, non-ductile RC frames to uniaxial simulated earthquake ground motions. Tests were conducted on bare frames, frames with masonry infill walls, and frames with timber infill walls. In 11 of 14 test series, active confinement was applied to columns using external post-tensioned reinforcement</p> <p> </p> <p>This dataset summarizes two experimental programs that studied the dynamic, in-plane response of one-third scale RC frames with full-height infills and active external column confinement. Theses summarized were written by Monical (2021) and Kerby (2022), and included data from 254 in-plane dynamic tests of non-ductile RC frames with various seismic retrofits.</p>
FRIBAS database: collection of the main characteristics of 237 reinforced concrete and 71 masonry buildings
<p>FRIBAS-DB is a database that comprises information about 312 buildings (237 reinforced concrete moment resisting frame, 71 unreinforced masonry, 4 mixed type). For each building 37 parameters related to the main building characteristics (age, height, structural typology and main vibrational period), and foundation soil characteristics (e.g. resonance frequency, outcropping geology, seismic soil class, topographic class) are reported. The 312 buildings are located in Basilicata and Friuli Venezia Giulia regions (Southern and North-eastern Italy, respectively) and in different geological and built-environment settings. The FRIBAS-DB allows studying the influence of these parameters for the building dynamic response.</p> <p>In the following the details of each field of the FRIBAS-DB are given.</p> <p>ID_GIS: unique identifier for each building;</p> <p>ID: building identifier containing a number and the province acronym (MT=Matera; PZ=Potenza; VdA=Villa d’Agri; FVG=Friuli Venezia Giulia);</p> <p>Municipality: name of the municipality;</p> <p>COD_COM: municipality code according to the national institute of statistics (ISTAT);</p> <p>LAT, LONG: coordinates of the building in the WGS84-UTM - zone 33N (EPSG:32633);</p> <p>Construction material: RC for Reinforced Concrete Moment Resisting Frame; Masonry for unreinforced masonry buildings; Mixed refers to buildings with both reinforced concrete and load-bearing masonry elements;</p> <p>Soft storey: presence of a soft storey, i.e. a floor that can activate a weak-floor failure mechanism;</p> <p>Building use: Residential, Public, Industrial, Turistic;</p> <p>Age of Construction: < 1919; <1988*; 1919-1945; 1946-1961; 1962-1971; 1972-1975; 1976-1981; 1982-1991; 1992-1996; 1992-2001; 1997-2001; 2002-2008; >2008; (*a more accurate class attribution has not been possible);</p> <p># Floors: the last floor was included when its estimated volume was comparable with the those of other floors in the building;</p> <p>Presence of basement: all the floors that are partially or totally below ground are considered as basement;</p> <p>Building height from the ground to the top of the roof (m): if the building is located on a slope, the ground floor is considered to be the one at the higher side of the slope;</p> <p>Building height from the basement to the top of the roof (m): total height, including also the basement and the structures present at the top of the building; </p> <p>Building width B (m): the shorter dimension of a circumscribing polygon;</p> <p>Building length L (m): the longer dimension of a circumscribing polygon;</p> <p>B/L: ratio between building width and building length as a measure for regularity in plan;</p> <p>B/H: ratio between building width and building height (from the ground level to the top of the building);</p> <p>Floor area (m<sup>2</sup>): the building area calculated based on building footprints (e.g. from openstreetmaps or available national/regional digital maps);</p> <p>Polygon area (m<sup>2</sup>): the area of the circumscribing polygon;</p> <p>Area ratio: ratio between floor and polygon area</p> <p>Building shape: geometric shape of the building, R (rectangle), S (square), T (T-shape), L (L-shape), C (C-shape), H (H-shape), Tr (trapezoid);</p> <p>Seismic provisions (masonry): Description of any seismic provisions (e.g. additional pillars, ring beam, walls reinforcement, tie-rods) if present;</p> <p>Masonry openings (%): percentage of openings with respect to the building lateral surface;</p> <p>Masonry type: type of load-bearing masonry, including material (e.g. stone, bricks, concrete blocks), layout (regular, irregular) and quality;</p> <p>Slab: rigid or flexible, rigid floors often consist of reinforced concrete and hollow tiles;</p> <p>Roof type: wood (with or without hollow tiles), reinforced concrete (with or without hollow tiles);</p> <p>Additional floors: added afterwards to the building, but not included in the original project;</p> <p>Foundation type: shallow or deep;</p> <p>Position of the building: single block is for buildings that consist of a single unit; in case of multiple blocks (e.g. in the case of attached buildings), we distinguish between internal buildings (attached to two or more buildings) and buildings located at the edge (far end blocks attached only to one building). The presence of seismic joints or staircases is specified in the text field;</p> <p>F1_building (Hz): the experimental fundamental frequencies in two directions of the buildings (longitudinal and transversal) were considered, defined as F1_building (lower value) and as F2_buildings (higher value). The fundamental vibrational frequencies for all buildings have been estimated from single station ambient noise measurements analysed through the Horizontal-to-Vertical Spectral Ratio technique. The noise was recorded at the top of each building, aligning the horizontal axes of the sensor parallel to the two main building axes. Measurements were carried out using two different instruments (Tromino and Lunitek Sentinel GEO). The recording time varies between 10 and 30 minutes. The HVSRs have been estimated by the following procedure: each component was divided into non-overlapping windows of 20 s; each window was detrended, tapered (set to 0.5), padded, Fast Fourier Transformed and smoothed with triangular windows with a width equal to 5% of the central frequency. For each of the 20 s windows, the arithmetic mean of the two horizontal component’s spectra was used to combine E-W and N-S components in the single horizontal (H) spectrum; then the HVSR is computed. Finally, the average HVSR spectrum is obtained, providing also the relative ± 2 standard deviations. </p> <p>F2_building (Hz): see above</p> <p>F0_ Foundation Soil (Hz): the main resonance frequency obtained from HVSR analysis of single station ambient noise measurements. Measurements were carried out using two different instruments, Tromino or Reftek datalogger equipped with Lennartz 3D-Lite. The recording time varies between 10 and 30 minutes. For data analysis see “F1_building (Hz)” field. For some cases, the HVSR from microzonation studies were used;</p> <p>Geology: the geological classification was inferred from field surveys or the detailed geological maps of microzonation studies at the scale of 1:5000 or 1:10.000, if available. Otherwise the geological map at the scale 1:50.000 was considered. The outcropping geology classes present are: Gravina Calcarenite (coarse-grained carbonate sandstone); Calcari M.te Viggiano (Limestones and carbonate sandstones); Marsicovetere Breccia (massive calcareous breccias); Subappennine clay; Conglomeratic deposits; Sands and sandstones; Clean Gravels; Silts and Clays; Sand; Silty Gravels; Gravels and Sands, with silt and clay; Alluvial deposits; Colluvial deposits; Eluvial and colluvial deposits; Anthropic deposits;</p> <p>Soft soil/rigid soil: soils with Vs > 360 m/s have been considered as rigid soil. This class is composed mainly by outcropping bedrock (limestones, sandstones and breccias of the South-Appennine Units) and by clean coarse gravels of the Upper Friulian Plain. Soils with Vs < 360 m/s have been considered as soft soils. These are loose sediments (silts, clays, sands, gravels and their mixture) of different origin (alluvial, colluvial, eluvial or antropic).</p> <p>Seismic soil class: this soil classification refers to the national building code (NTC2018, § 3.2.2) based on Vs30. Vs profiles have been measured nearby the studied buildings. If deduced by microzonation studies, they are marked by star (*).</p> <p>Topographic class: The topographic class refers to the national building code classification (NTC2018, § 3.2.2).</p>
Dynamic testing of a four-storey building with reinforced concrete and unreinforced masonry wall: Data set
<p>This paper presents a publically available data set recorded during the shake-table test of a structure with reinforced concrete (RC) and unreinforced masonry (URM) walls. The shake-table test, performed at the TREES laboratory of EUCENTRE (Pavia, Italy), was part of a larger research initiative at EPFL (Lausanne, Switzerland) that addresses the seismic behaviour of mixed RC-URM structures. The half-scale test unit was subjected to several shakings of different intensity levels. The paper presents the geometry of the test unit, the properties of the construction materials, the instrumentation, and outlines the organization of the recorded data. Two sets of data are available: the unprocessed data and a second set of processed data where conventional and optical measurements are synchronised. This second set contains also some derived data, which allows to quickly plot key quantities such as base shear and top displacement. The aim of the paper is to provide all information required by the reader for analysing the test data and using it for validation purposes of numerical and mechanical models. The performance of the test unit is described in a companion paper.</p>
Data publication: Virtual experiments for steel fiber reinforced high performance concrete (HPC)
<p>This data set contains all necessary inputs for the virtual experiments using an ellipsodal RVE for steel fiber reinforced high performance concrete (HPC), including discretization data, boundary conditions, material parameters and numerical results. The discretization is realized in terms of the finite element method. </p>
Quasi-Static Cyclic Tests of Two U-Shaped Reinforced Concrete Walls
<p>U-shaped or channel-shaped walls are frequently used as lateral strength providing members in reinforced concrete (RC) buildings since their form does not only provide strength and stiffness in any horizontal direction but is also well suited to accommodate elevator shafts or staircases. Despite this popularity, experimental results on the seismic behavior of U-shaped walls are scarce. For this reason a research program with the objective to provide additional experimental evidence for such walls under seismic loading was developed. It included quasi-static cyclic testing of two U-shaped walls at the structural engineering laboratories of the ETH Zurich. The walls were built at half-scale and designed for high ductility. The main difference between the two walls was their wall thickness. The project was chiefly focusing on the bending behavior in different directions and therefore the walls were subjected to a bi-directional loading regime. This article discusses the design of the test units, the test setup and the test predictions. Finally the main results are summarized in terms of failure mechanisms and force-displacement hystereses.</p>
Tests on Thin Reinforced Concrete Walls Subjected to In-plane and Out-of-plane Cyclic Loading - General
<p>The entire dataset describes an experimental campaign on five thin T-shaped reinforced concrete walls, including: details on the test units, materials, test setup, loading protocol, instrumentation, main features of each unit’s response, organization of the provided test data, and examples of derived data. The tests aimed at assessing the influence of wall thickness on member stability, the role of lap splices on damage distribution and displacement ductility, and the effects of the simultaneous application of out-of-plane loading on the member response.</p>
Cyclic tensile-compressive tests on thin concrete boundary elements with a single layer of reinforcement prone to out-of-plane instability
<p>The growing need for residential housing in Latin American countries has led to the construction of reinforced concrete buildings with wall thicknesses as low as 8-10 cm. Such walls have typically only a single layer of vertical rebars and are therefore particularly susceptible to out-of-plane failure. To investigate the response of the corresponding wall boundary elements, twelve reinforced concrete columns with a single layer of vertical rebars were tested under tension-compression cycles. The objective of this test series was to gain insights into parameters triggering wall instability and out-of-plane failure. The experimental tests investigate the effect of thickness, reinforcement ratio, and eccentricity of the longitudinal rebars with respect to the element axis. This paper summarises the results of the test campaign. The specimen response is analysed at the global and local level, and the influence of the crack pattern on the out-of-plane response of the column and the conditions leading to out-of-plane failure are described. Furthermore, the differences between members with a single layer of vertical rebars to members with two layers are discussed. The influence on the response of the parameters analysed in the experimental campaign is addressed, showing that section with small thickness and large reinforcement content are more prone to out-of-plane failures. Finally, the predictions of existing models are compared to the new experimental data. The entire data set is publically available.</p>
Recorded temperature data of a reinforced concrete, 1.2-m long, beam-slab model and associated meteorological data.
<div><strong>The data contain internal and surface temperature measurements of a 1.2 m-long, reinforced concrete girder-slab element exposed to the environmental conditions of the city of Bucaramanga, Colombia (Coordinates: 7°08'35", 73°07'18"). In addition, meteorological variables of the environment near the element were recorded. The data was measured from July 7, 2023, to November 6, 2023.</strong></div> <div><strong>The data were obtained by:</strong></div> <ul> <li> <div><strong>Internal Temperature (file name: InternalTemperature): 40 thermocouples were embedded in the element (Fig. 1) to collect data every 30 minutes from 6:30 AM on July 10, 2023 to 11:30 PM on November 6, 2023. Temperatures are in degrees Celsius (°C).</strong></div> </li> <li> <div><strong>Surface Temperature (file name: SurfaceTemperatureCameraEast and SurfaceTemperatureCameraWest): A FLIR E6 XT thermal camera was used to record Surface temperature of 10 points on the EAST (Fig. 2) and WEST (Fig. 3) faces of the element from 6:30 AM on June 29, 2023 to 4 PM on October 31, 2023. Twenty daily measurements were recorded every 30 minutes. Temperatures are in degrees Celsius (°C).</strong></div> </li> <li> <div><strong>Surface Temperature (file name: SurfaceTemperatureDroneEast): A DJI MAVIC 2 ENTERPRISE ADVANCED (EU) drone equipped with a thermal imaging camera measured the surface temperature of 10 points on the EAST side of the element (Fig. 4) every 30 minutes, from 6:30 AM on September 9 to 4 PM on October 31. Temperatures are in degrees Celsius (°C).</strong></div> </li> <li><strong>Meteorological variables (file name: WeatherStationData): A DAVIS VANTAGE PRO-2 WLRS weather station recorded data every 30 minutes from 12 AM on July 10, 2023, to 12:30 PM on November 6, 2023. The data included the average, maximum, and minimum ambient temperature (°C); relative humidity (%); speed (m/s) and wind direction (cardinal direction); atmospheric pressure (mb); precipitation (mm) and average and maximum solar radiation (W/m<sup>2</sup>).</strong></li> </ul>
Multifunctional corrosion control system as a sustainable approach for reinforced concrete elements
<p>Corrosion inhibitors can be utilized to decrease the corrosion kinetics and therefore increase the durability of reinforced concrete structures. Recently, a green synthesized organic compound, 1-benzyl-4-phenyl-1H-1,2,3-triazole (BPT), was shown to be a successful green organic corrosion inhibitor for mild steel. Studies suggested that the BPT adsorbs chemically onto the steel and acts as a mixed inhibitor, suppressing both the anodic and cathodic corrosion kinetics of steel. In addition, microcapsules have shown to be an efficient way for a controlled inhibitor release in reinforced concrete structures. On the other hand, geopolymers (GPs) comprised of a long range of covalently bonded alumino-silicates, with amorphous network structure are generally considered as a suitable substitute for OPC for many structural applications due to their high strength and durability. The use of recycled waste materials or natural abundant materials for the production of GPs has attracted world-wide attention as it presents an environment-friendly aspect that may shed light on for replacing traditional OPC by its sustainability. One of the advantages of GPs is the significant reduction to CO2 emission due to the energy consumption, the geopolymers utilize materials such as fly-ash, which is a byproduct of coal combustion, or natural precursor materials (clays, basalt rocks, etc.) and their derives (metakaolin), which does not produce net CO2 emission. Recent studies have shown that GPs based cements can hinder the corrosion of reinforcement steel in concrete structures when compared to OPC, mostly because of lower chloride ingress (due to barrier protective capabilities) and the highly alkaline pH nature of geopolymer cements.</p>
Electromagnetic Wave Dataset for Strength Degradation Detection in Reinforced Concrete Structures Using RFID Measurements and CNN Model
<p>This dataset comprises 1,800 electromagnetic wave (EM-wave) images collected from three different reinforced concrete beams subjected to varying levels of corrosion. Each image is classified into 'normal' or 'reduced strength' categories based on the beam's structural integrity. Generated through a non-destructive RFID-based monitoring technique, this dataset integrates advanced analyses like 2-D Fourier transforms and fractal dimensions. It is specifically designed to train and validate Convolutional Neural Networks (CNNs) for detecting strength degradation in reinforced concrete structures.</p>
Uniaxial Cyclic Tests on Reinforced Concrete Members with Lap Splices
<p>This data paper presents the quasi-static uniaxial cyclic tests of 24 RC members, of which 22 feature lap splices and two are reference units with continuous reinforcement. The objective of the experimental programme is to investigate the influence of lap splice length, confining reinforcement and loading history on the behaviour of lap splices. Particular attention is placed on the measurement of local deformation quantities such as lap splice strains and rebar-concrete slip. Details on the geometry and reinforcement layout of the specimens as well as on the employed test setup, instrumentation and loading protocols are provided. The global behaviour of the test units including the observed crack pattern and failure modes are discussed. The organization of the experimental data is explained.</p>
A Comprehensive Reliability-Based Framework for Corrosion Damage Monitoring and Repair Design of Reinforced Concrete Structures
<p>Corresponding data set for Tran-SET Project No. 17STLSU03. Abstract of the final report is stated below for reference:</p> <p>"In this work, we developed a comprehensive framework for corrosion management of reinforced concrete (RC) structures. This framework includes critical steps of an effective approach to quantify the damage evolution as well as providing the timeframe for effective maintenance/repair strategies for corrosion assessment in RC structures. The framework included several activities including the use of indirect and direct inspection tools, theoretical development for damage prediction, experimental measurements and theoretical development of repair time based on reliability. The uniqueness of the framework is the integration of deterministic modeling of corrosion damage evolution by using mechanistic analysis with statistical modeling on corrosion of RC structures by using measurements from the field (or natural environment) and experimental testing (in the laboratory). The framework includes a simple algorithm that relies in each development and task generated from this work to monitor and estimate the status of the reinforced concrete structures and the most suitable strategy to extend the life of the system while maximizing the reliability."</p>
Self-Healing Microcapsules as Concrete Aggregates for Corrosion Inhibition in Reinforced Concrete
<p>Corresponding data set for Tran-SET Project No. 17CLSU08. Abstract of the final report is stated below for reference:</p> <p>"Reinforced Concrete (RC) structures are vital to the US’s civil infrastructure for their strength and versatility. Unfortunately, RC elements deteriorate rapidly when exposed to corrosive environments. One possible solution is to extend the life of RC elements and systems using microencapsulated corrosion inhibitors to reduce the rebar corrosion rate. The capsules house an anodic corrosion inhibitor agent including calcium nitrate (CN) and triethanolamine (TEA). The integration of such microencapsulated materials will enhance the durability and extend the useful life by controlling the corrosion precursors and the corrosion process during damage evolution. Therefore, this work aims to develop and characterize the performance of microcapsules containing corrosion inhibitors (CN-C and TEA-C) in comparison to those introduced as admixtures (CN-A and TEA-A) for reinforced concrete applications. For the corrosion tests, all samples were subjected to continuous ponding, wet/dry cycles, and fog chamber exposure to simulate different environments. The results showed that TEA-C is more effective in giving a corrosion protection than TEA-A and the Control. In contrast, the corrosion protection performance of both CN-A and CN-C was alike. The corrosion kinetics was slightly reduced on inhibited rebars compared to unprotected rebars (the Control). When comparing TEA-C and CN-C, in the presence of each stimulus (pH changes for TEA-C, cracks for CN-C), TEA-C protected the rebar better than CN-C. For the admixture samples (TEA-A and CN-A) that do not need stimuli in the concrete, a stable and better corrosion protection was provided by CN-A. The outcome of this proof-of-concept study in the laboratory validates the merit of the proposed technology for corrosion control in RC structures."</p>
Use of Ultra‐High‐Performance Fiber‐Reinforced Concrete (UHP‐FRC) for Fast and Sustainable Repair of Pavements
<p>Corresponding data set for Tran-SET Project No.17STUTA03. Abstract of the final report is stated below for reference:</p> <p>"This research presents a new methodology, which enables streets, roads, highways, bridges, and airfields to use an advanced fiber-reinforced concrete material, which can delay or prevent the deterioration of these transportation infrastructure when subjected to traffic and environmental loadings. The major problem of concrete is its considerable deterioration and limited service life due to its brittleness and limited durability. As a result, it requires frequent repair and eventual replacement, which consumes more natural resources. Ultra-high-performance fiber-reinforced concrete (UHP-FRC) introduces significant enhancement in the sustainability of concrete structures due to its dense microstructure and damage-tolerance characteristics. These characteristics can significantly reduce the amount of repair, rehabilitation, and maintenance work, thereby giving the transportation infrastructure a longer service life. This research addresses the strong need to develop fast and sustainable UHP-FRC materials for pavement repair that can be easily cast onsite without special treatments. This avoids any major changes to current concrete production practice and accelerates the use of UHP-FRC materials. This research investigated a new method for concrete repair by combining precast UHP-FRC panels with a small quantity of cast-in-place UHP-FRC for pavement repair without any dowel bars. In this method, a precast UHP-FRC panel is used along with cast-in-place UHP-FRC. The vertical repair surfaces of the existing concrete are roughened on site. The outer edges of the UHP-FRC precast panel are roughened before they are brought to the site (no dowel bars are needed). The depth of the precast UHP-FRC panel is the same as the existing pavement thickness. Only a small cast-in-place UHP-FRC joint (one to two inches wide) is done onsite. The roughened precast UHP-FRC panel is placed in the repair area and cast-in-place UHP-FRC is cast into the joint. Experimental results showed that using a roughened surface (up to about CSP 5) provides a very large bond resistance, which is enough to prevent faulting."</p>
A Comprehensive Framework for Life-Cycle Cost Assessment of Reinforced Concrete Bridge Decks
<p>Corresponding data set for Tran-SET Project No. 18STOKS02. Abstract of the final report is stated below for reference:</p> <p>"Various environmental and mechanical stressors cause deterioration of concrete bridge decks. Normal wear and tear, freeze and thaw cycles, and chloride penetration due to deicing salts can cause aggressive deterioration that usually require frequent interventions during the life-cycle of the bridge. These interventions include deck maintenance and repairs (e.g., application of sealers or overlay placement) as well as bridge deck replacement. The quantification of the life-cycle cost of bridge decks considering maintenance and repair activities represents a significant challenge facing local and state transportation agencies. The life-cycle maintenance activities not only increase the direct life-cycle cost of the bridge, but they also lead to significant indirect user costs due to increasing traffic delays, work zone crashes, and operating cost. Moreover, these traffic delays increase the carbon footprint of the bridge and adversely affect the life-cycle bridge sustainability. Accordingly, the proper quantification of indirect costs associated with life-cycle bridge management activities including maintenance, repair, and rehabilitation activities is of paramount importance. The research attempts to fill in the knowledge gaps in quantifying the indirect costs associated with bridge deck maintenance activities and their impact on the overall bridge life-cycle cost."</p>
Crack width and crack spacing in reinforced and prestressed concrete elements: database
<p>This database contains information on 31 experimental programs performed by various researchers. Each experimental program contains structural elements in which the crack width and spacing were measured. The database contains over twenty thousand data points and consists of three levels:</p> <ul> <li>Level 1: Describes the considered experimental program.</li> <li>Level 2: Describes properties of structural elements and material specimens within an experimental program.</li> <li>Level 3: Describes the loads and data points.</li> </ul> <p>The master database is queried in SQL and published as a .xlsx file. The structure of the dataset is explained in the README.</p> <p> </p>
Data publication: Simulation of macroscopic boundary value problems using phenomenological material model for steel fiber reinforced high performance concrete (HPC)
<p>This data set contains all necessary inputs for the Simulation of macroscopic boundary value problems using phenomenological material model, including boundary conditions, material parameters and numerical results. The discretization is realized in terms of the finite element method. </p>
DATABASE_Performance of nodal regions of reinforced concrete (review 2024)
<p>DATABASE corresponding to the article "Performance of nodal regions of RC corner frames subjected to opening bending moments" (2024)</p> <p> </p>
ScienceDex guides
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These curated guides explain access requirements, typical timelines, costs, and reuse considerations for widely used research datasets.
Allen Brain Atlas
Allen Brain Atlas is an Allen Institute collection of brain map atlases, datasets, APIs, and analysis tools covering mouse, human, and non-human primate brain resources.
Annotated Behaviour and Observability Dataset (ABODe)
ABODe is a University of Edinburgh DataShare dataset for behavior classification in group-housed mice using home-cage video, identities, bounding boxes, ground-plate positions, and annotator labels.
DANDI Archive for NWB datasets
DANDI is a BRAIN Initiative archive for publishing and sharing neurophysiology data, including electrophysiology, optophysiology, and behavioral data packaged as NWB and related standards.
International Brain Laboratory public data
The International Brain Laboratory public data releases expose standardized mouse decision-making experiments, including Neuropixels recordings, widefield calcium imaging, behavior, and session metadata accessed through the ONE API.
OpenNeuro
OpenNeuro is a free, open platform for sharing neuroimaging datasets, with public search, dataset pages, and download paths for web, S3, DataLad, and the OpenNeuro CLI.