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214 results for “concrete”
Field Implementation and Monitoring of an Ultra-High Performance Concrete Bridge Deck Overlay
<p>This project focused on field implementation of an ultra-high performance concrete (UHPC) overlay during rehabilitation of an existing concrete bridge (No. 7032) deck in Socorro, New Mexico, USA. Bridge 7032 is a two-lane bridge that is approximately 300 ft. (91.4 m) long and 54 ft. (16.5 m) in width. Rehabilitation of bridge 7032 included removal of deteriorated concrete from the existing deck, installation of a high-performance deck (HPD) leveling course, and installation of a 1 in. (25 mm) UHPC overlay. An UHPC mixture with a 19.5 ksi (134 MPa) compressive strength developed in previous research was selected for this project. This mixture was revised at the beginning of the project, highlighting the need for robust mixtures that can accommodate constituent material substitutions. Prior to placement of the UHPC overlay, the HPD substrate was ceramic bead blasted to remove surface paste and partially expose fine aggregate, thoroughly cleaned, and maintained saturated for 24 hours prior to UHPC placement.</p> <p>The non-proprietary UHPC overlay was successfully placed in four sections between April 10, 2021 and April 27, 2021. During construction of the UHPC overlay, a total of 105 batches were placed. The average direct tensile bond strength of the UHPC overlaid bridge deck was 239 psi (1.65 MPa), which is conservative since several of the tests had fractures that occurred at the epoxy-UHPC interface. Strain gauges and thermocouples were used to monitor the UHPC overlay and existing deck through initial, early-age, and longer-term monitoring programs. Temperature and strain monitoring showed that daily and multi-day strain trends coincided well with daily temperature trends.<br> Major observations during this field implementation project were that four small areas of possible delamination were identified using non-destructive testing, the bond strength was good since the 239 psi (1.65 MPa) average was conservative, preliminary monitoring results were consistent with expectations based on temperature measurements and restraint provided by the concrete superstructure, and relative strains from the monitoring data are being used for detailed analysis of the bridge and overlay behaviors for an ongoing NMDOT project that runs for another two years.</p>
Concrete sculpt of polar bears (Vechta, Germany)
Source: Objaverse 1.0 / Sketchfab
Data of "Modification of Concrete Mix Design with Crystalline Admixture for Self-healing Improvement"
<p>Raw data for the paper "Modification of Concrete Mix Design with Crystalline Admixture for Self-healing Improvement"</p>
Data publication: Numerical simulations of pullout test of steel fiber embedded in high performance concrete (HPC)
<p>This data set contains all necessary inputs for the numerical simulations of pullout test of steel fiber embedded in high performance concrete, including discretization data, boundary conditions, material parameters and numerical results. The discretization is realized in terms of the finite element method. </p>
Data of "Mix design optimisation of self-sealing concrete containing microcapsules with polyurethane shell and water repellent cargo"
<p>Dataset for the paper "Mix design optimisation of self-sealing concrete containing microcapsules with polyurethane shell and water repellent cargo"</p>
Supplementary material for "A large-scale demonstration and sustainability evaluation of ductile-porous vascular networks for self-healing concrete"
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Raw dataset for evaluating the effects of M sand and fly ash on concrete strength using experimental and machine learning approaches
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Supplementary data for the publication entitled "Second life for recycled concrete and other construction and demolition waste in mortars for masonry: full scope of material properties, performance, and environmental aspects"
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UHPC Shear Keys in Concrete Bridge Superstructures
<p>Corresponding data set for Tran-SET Project No. 18CNMS01. Abstract of the final report is stated below for reference:</p> <p>"This research investigated the use of locally produced ultra-high performance concrete (UHPC) as a grouting material to repair deteriorated shear keys. Shear keys are used in adjacent girder superstructures to produce monolithic behavior and load transfer across the structure. Shear key durability is a concern since shear key degradation can jeopardize the integrity of the structure. Transportation agencies have reported that 75% of distress in adjacent girder bridges is due to cracking and de-bonding along shear keys. Previous research has shown that locally produced UHPC has excellent mechanical and durability properties. UHPC has also been shown to have good bonding characteristics that are desirable in a potential grouting material. Several tests were conducted to evaluate the potential of UHPC as a shear key grout material. Bond strength between UHPC grout and substrate concrete was evaluated using slant-shear and direct tension tests. Results showed that adequate bond was achieved at seven days. However, 28-day strengths were less than recommended bond strengths. The low strengths were attributed to the low strength of the substrate concrete. Shrinkage of UHPC grout was also investigated. Total shrinkage was approximately 2000 μstrain with approximately half occurring in the plastic state. Full-scale testing was used to evaluate load-deflection behavior of channel girder assemblages with grouted shear keys. The results showed that UHPC grout and non-shrink grout had similar mechanical performance. Excellent bond was achieved with all grouts, even with minimal surface preparation. In fact, the shear keys remained bonded to the girders even when service load deflections were exceeded and no lateral restraint, such as post-tensioning, was provided. A non-shrink grout slightly outperformed the UHPC grout. While this outperformance of the non-shrink grout may not be significant, it does indicate that UHPC grout does not provide a mechanical benefit over the non-shrink grout."</p>
Use of Bagasse Ash as a Concrete Additive for Road Pavement Application
<p>Corresponding data set for Tran-SET Project No. 18CLSU03. Abstract of the final report is stated below for reference:</p> <p>"The objective of this study was to evaluate the use of sugarcane bagasse ash (SCBA) as a partial replacement of cement in concrete for road pavement application. The study explored the pozzolanic activity of SCBA produced from three different processing methodologies (i.e., raw SCBA, controlled SCBA and post-processed SCBA). The experimental results revealed that SCBA produced by the controlled burning of sugarcane bagasse fiber (SBF) at 650°C and grinding (C-650), presented the maximum pozzolanic activity. However, this SCBA production process was deemed challenging for large-scale industrial application due to low SCBA yield (i.e., 3 to 6%). On the other hand, post-processing of raw SCBA, by burning at 450°C and grinding (P-450), produced a similar pozzolanic activity to that of SCBA C-650. Moreover, since post-processing of raw SCBA produced a significantly higher SCBA yield (i.e., 85 to 90%) than that of controlled burning of SBF, SCBA P-450 was selected for further investigation in concrete mixtures. The effect of different dosages of P-450 (i.e., 20, 30, and 40% cement replacement by weight) on concrete properties was evaluated. It was determined that concrete mixtures utilizing substitutions of 10% and 20% of cement with SCBA exhibited a similar compressive strength to that of control after 90 days of curing for Class-A and Class-B concretes, respectively. At higher levels of cement replacement, the compressive strength of concrete mixtures decreased proportionally at both, 28 and 90 days of curing; yet, the relative strength gain from 28 to 90 days increased. Furthermore, at 90 days of curing, surface resistivity of SCBA admixed concrete mixtures was superior to that of control for all cases. Finally, a cost analysis showed that a 10% cement replacement with SCBA in concrete could yield a reduction of per lane-mile cost of 0.75%."</p>
Use of Rice Husk Ash (RHA) in Flowable Fill Concrete Mix Material
<p>Corresponding data set for Tran-SET Project No. 18CASU03. Abstract of the final report is stated below for reference:</p> <p>"In the way of finding sustainable development, the flowable fill is a relatively new construction technology. Flowable fill is a self-compacting material, which has been developed in recent years. Flowable fill has been used for different applications such as backfilling walls, sewer trenches, bridge abutments, conduit trenches, pile excavations, and retaining walls. This study examines the potential uses of Rice Husk Ash (RHA) as a sustainable cementitious material (SCM) in the preparation of flowable fill concrete. (RHA is an agricultural by-product of the rice milling process. This study has evaluated the usage of RHA in producing low strength and self-consolidating flowable fill concrete (FFC). Two different RHA samples (600 μm and 150 μm) in two different percentages (40%, and 60%, by the weight) of an Ordinary Portland Cement (OPC) have been used to prepare flowable fill mixtures. The evaluation processes of these FFC mixtures include determination of strength, flowability, unit weight, and air content in the laboratory. Test results showed that the FFC mixtures made with coarse RHA particles resulted in lower strength property compared to the regular FFC. On the other hand, the medium fine RHA particle was found to be effective in increasing the strength properties. Furthermore, a field demonstration has been conducted in this study to evaluate the workability, placement, and in-service performance of RHA modified FFC. Findings of this study will help the transportation and construction agencies in using RHA as a cost-effective construction material."</p>
Mitigating Reflective Cracking Through the Use of a Ductile Concrete Interlayer
<p>Corresponding data set for Tran-SET Project No. 18PLSU13. Abstract of the final report is stated below for reference:</p> <p>"Reflective cracking is considered one of the most important issues that causes premature deterioration of composite pavements. Many types of mitigation methods have been studied in the past. However, they are either not effective in delaying the reflective cracking, or they only extend the service life by a few years. To address this critical issue and significantly extend the service life of the composite pavement, in this research, a ductile interlayer made of engineered cementitious composites (ECC) was proposed. It was hypothesized that by adding a thin layer of highly ductile ECC material between the existing pavement and overlay, reflective cracking could be arrested by the ductile interlayer. This study experimentally evaluated the effectiveness of ECC as an interlayer system. A laboratory test protocol was designed to simulate repeated traffic loads to measure the fatigue performance of ECC interlayer system. The strain field and reflective cracking were monitored using digital image correlation (DIC) technique. It was found that the composite pavement specimens with ECC interlayer provided significantly higher fatigue life as compared to the control specimens without an interlayer. The failure mode also changed from single reflective crack to multiple cracks in overlaid HMA mixtures. The results indicated that ECC could be used as a potential effective interlayer system to retard or mitigate reflective cracking."</p>
Text-fig. 6. Mytoconula vonkai sp. n. Specimen NM L 31984, internal mould. A – apical, B – right lateral views, ×...... and ×....... Note the outline of an indeterminate object on which the larva settled. This specimen, embedded in a siliceous concretion, lied closely near the holotype NM L 38914. Dobrotivá F., Mýto near Holoubkov. in Patelliconus Horný, 1961 And Mytoconula Gen. N. (Mollusca, Tergomya) From The Ordovician Of Perunica
Text-fig. 6. Mytoconula vonkai sp. n. Specimen NM L 31984, internal mould. A – apical, B – right lateral views, ×...... and ×....... Note the outline of an indeterminate object on which the larva settled. This specimen, embedded in a siliceous concretion, lied closely near the holotype NM L 38914. Dobrotivá F., Mýto near Holoubkov.
Concreteness Effect in Morphosyntax (Reaction Times data)
<p>The data contains reaction times for Serbian sentences containing two types of clausal complements: infinitives and so-called "da+present" constructions (DPCs) combined with subjects with various degrees of concreteness (most concrete - proper names, intermediate - plural common nouns, most abstract - abstract nouns). The data was collected to test the hypothesis that more concrete subjects are processed faster when combined with the more concrete type of clausal complement - DPC, and more abstract subjects are processed faster with the more abstract type of clausal complement - infinitive. The data also contains basic demographic information where any possibility of discovering the personal idenitities of participants is blocked. </p>
Grain-Scale Stress Heterogeneity in Concrete from In-Situ X-Ray Measurements
<p>All data in this repository is described in Data-Description_Zenodo.docx.</p> <p> </p>
3 PREHEALING: Design of concrete precast elements incorporating sustainable strategies for self-healing to increase their service life: Full-Scale Prototypes
<p>This project deals with the analysis of the performance of concrete with internal curing aggregates (IC), low clinker cementitious materials and steel fibres, to be used in real applications in the field of precast industry.</p> <div>This section includes the design and results of the four wall prototypes: two constructed with the 100C mix and two with the 60C25BA15MK-30CBA mix. The model shows the instrumentation used. The foundation of all walls was constructed with conventional concrete. Two curing conditions were established: a conventional curing by water spraying and an extreme curing, in which a continuous air flow was generated, with temperature and humidity controlled in both cases. The curing was maintained for 7 days. Inspections were conducted after formwork removal to assess crack formation.</div> <div> </div> <div>After 28 days, the walls were subjected to a controlled loading process to induce residual cracks of 150 ± 20 μm. During this process, the behaviour of the walls was monitored with the instrumentation installed during construction. Additionally, movements and cracking were monitored with LVDTs and LDS. Two LVDTs were used to monitor head movement of the wall during loading, and two LDS were used to monitor potential foundation sliding. For crack formation monitoring, four LVDTs and one LDS were placed on the tension face in the crack formation area: two on each section, S1 and S2, one on the central section of the wall, S0, and two at a lower height in intermediate sections.</div> <div> </div> <div>Finally, the entire loading and cracking process was monitored through a Digital Image Correlation (DIC) system. Data from the instrumentation fed into the BIM model.</div> <div> </div> <div>Attached:</div> <div> <ul> <li><strong>PH_IFC4_rev01.ifc:</strong> the resulting IFC model (as-built) after testing.</li> <li><strong>PH_BIMx_rev01.bimx</strong>: the model and shrinkage results of the four walls tested at 1, 3, 9, 14, and 28 days.</li> <li><strong>Cracking and sealing wall images.zip</strong>: Images, taken with a digital microscope, along the main crack in each wall. These images show the different stages of cracking and sealing after self-healing periods with tap water for 75 days, followed by carbonated water (rich in CO₂) for an additional 75 days.</li> </ul> </div>
Precast Concrete Beam Data Template
<p>This excel sheet contains the Precast Concrete Beam Data Template as per ISO 23387</p>
Enhancing concrete properties with microsilica and fly ash as cement replacements: an experimental study
<p>Enhancing concrete properties with microsilica and fly ash as cement replacements: an experimental study</p>
Experimental data for chloride diffusion coefficient of concrete by rapid chloride migration test
<p>This database collects the chloride ion diffusion coefficient measured by RCM method (including the method adopted by the Nordic standard NT Build 492, the IBAC method of Germany's Anchen University of technology, as well as the methods adopted by China's GB/T 50082-2009 and JTG/T B07-01-2006); The curing method is standard curing.</p>
Test database for bearing capacity of circular concrete-filled steel tube (CFST) under axial compression, eccentric compression, and pure bending stress states
<p><span>The constitutive relations and failure criterion were developed for circular concrete-filled steel tube (CFST) with high precision and wide applicability based on the fiber model method to overcome the limitations of existing constitutive relations and failure criteria</span> <span>for circular CFST </span><span>flexural</span><span> members</span><span>.</span><span> Then,</span><span> on the basis of </span><span>the test database including the parameters of circular CFST such as "length", "Diameter", "Thickness", "Yield strength", and "Compressive strength",</span><span> the bearing capacity was calculated by the fiber model method. Finally, </span><span>the accuracy and validity of the proposed constitutive relations and failure criterion were verified </span><span>by comparing the calculated values with the "Test values" of the </span><span>test database</span><span>.</span></p> <p><span>The test database consists of three tables. Table 1 is the axial compression test database, containing a total of 516 data sets. Table 2 is the pure bending test database, comprising 121 data sets. Lastly, Table 3 is the flexural compression test database, encompassing 365 data sets.</span></p>
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