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10 results for “Bearing capacity”
Semi-empirical methods SPT inputs for bearing capacity prediction
<p>These datasets presents inputs for bearing capacity prediction methods. These methods are four well-known semi-empirical models for predicting bearing capacity of piles. The data was collected from the works of Lobo (2005), Vianna (2000) and Jr. (1988) and includes 168 load tests and SPT measures taken from severam Brazilian regions. . The file Data.csv is composed only with the numeric values used in each method and the file Data_with_soils.csv includes the soil types for the piles.</p> <p>The suffix 'Dq', 'Mey', 'Av' and 'Tx' represents which method this input was obtained from, corresponding respectively to Decourt and Quaresma (1978), Meyerhof (1983), Aoki and Velloso (1975) and Teixeira (1996).</p> <p>The columns indexes represents:</p> <p>N_pile - Pile number (for reference);<br> SPT_L - SPT result for the pile lenght;<br> SPT_P - SPT result for the pile tip<br> Soil_L - Predominant soil type along the pile lenght;<br> Soil_P - Predominant soil type in the pile tip;<br> L - pile lenght;<br> D - pile diameter;<br> Qu - Pile bearing capacity, obtained through NBR 6122 load test.<br> <br> When using this dataset, please cite the following paper:</p> <p>//<a href="http://soilsandrocks.com/sr-2021-074921">soilsandrocks.com/sr-2021-074921</a></p> <p>DOI: 10.28927/SR.2021.074921</p>
The bearing capacity of asteroid (65803) Didymos estimated from boulder tracks
<p>This material constitutes the source data and codes used for the the computations and plots of the paper 'The bearing capacity of asteroid (65803) Didymos estimated from boulder tracks' by Bigot, Lombardo et al. This article has been published in Nature Communications on 30 July, 2024.</p> <p>The folder "Source Data" contains an Excel document that provides the raw data used to make the figures and supplementary figures. </p> <p>The folder "Codes" contains the Matlab codes used for the computations of the results, including comments on the figures produced by each code. It also contains a .mat file that consitutes the topographic data of Didymos from Barnouin et al. (2024), used in the code 'TopographyDidymos.m'.</p> <p>The folder "Images" contains the three DART images (DRACO) and the Moon image from LROC used in this article.</p> <p> </p>
Bearing capacity semi-empirical methods inputs for optimization
<p>These datasets presents inputs for bearing capacity prediction methods. These methods are four well-known semi-empirical models for predicting bearing capacity of piles. The data was collected from the works of Lobo (2005), Vianna (2000) and Jr. (1988) and includes load tests and SPT measures taken from severam Brazilian regions. </p> <p>The suffix 'DQ' and 'MH', 'Av' and 'Tx' represents which method this input was obtained from, corresponding respectively to Decourt and Quaresma (1978) and Meyerhof (1983).</p> <p>The columns indexes represents:</p> <p>N_pile - Pile number (for reference);<br> N_l - SPT result for the pile lenght;<br> N_p - SPT result for the pile tip<br> L - pile lenght;<br> D - pile diameter;<br> U - pile perimeter;<br> A - pile section area<br> Qu - Pile bearing capacity, obtained through NBR 6122 load test.<br> <br> When using this dataset, please cite the following paper:</p> <p>//<a href="http://soilsandrocks.com/sr-2021-074921">soilsandrocks.com/sr-2021-074921</a></p> <p>DOI: 10.28927/SR.2021.074921</p>
The diel niche of brown bears: constraints on adaptive capacity in human-modified landscapes
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The bearing capacity of limestone strata roof containing a shallow buried spherical Karst cave
<p><span>The chief objective of the article is to </span><span>study the bearing capacity of limestone strata roof containing a shallow buried spherical Karst cave. Firstly, </span><span><span>taking into account</span> </span><span>the effect of </span><span>external load</span><span>, </span><span>stress field in the Earths crust</span><span>, internal filling</span><span> and the characteristics of </span><span>K</span><span>arst </span><span>landform</span><span> in China, a spatial <span>axial</span>-<span>symmetrical</span> <span>model</span> was established. Concurrently, Love </span><span>displacement</span><span> method was introduced, the expressions of stress c</span><span>omponents</span><span> were gained. </span><span>Subsequently</span><span>, </span><span>combin</span><span>in</span><span>g </span><span>f</span><span>ailure mechanism of ground </span><span>collapse</span><span> and the expressions of stress c</span><span>omponents</span><span>, the </span><span>bearing capacity calculation formula of </span><span>limestone strata</span><span> roof was</span><span> determined.</span> <span>Finally, a </span><span>c</span><span>omparison</span><span> of calculation result was carried out</span><span>, </span><span>using </span><span>the general </span><span>solution and P-S method respectively. The result indicates </span><span>the error is less than 5%</span><span>, </span><span>which meets the proposal standard necessity in </span><span>practice</span><span>. As a result, </span><span>the research result would provide scientific basis for construction and operation of </span><span><span>infrastructure</span></span><span> in mantled Karst region in China.</span></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>
Bearing capacity of rectangular concrete-filled steel tube (CFST) and dumbbell shaped CFST under axial compression, eccentric compression, and pure bending stress states
<p><span>The fiber model method utilizes material constitutive relationships and internal force synthesis techniques to accurately and conveniently determine the internal force of the section, without the need to establish an element stiffness matrix. It is simple and practical and has been widely used in the bearing capacity analysis of concrete-filled steel tubes (CFST). The material constitutive relationship is an important factor determining the calculation accuracy of the fiber model method. This article studies and establishes a modified model for the constitutive relationship of CFST materials, and establishes the fiber model method for the mechanical performance analysis of rectangular CFST and dumbbell CFST, respectively. Based on the geometric size parameters and material strength parameters (such as "length", "Diameter", "Width", "Thickness", "Yield strength", "Compressive strength", etc.) in the experimental database, the fiber model method is used to calculate the bearing capacity of the component and compare it with the "Test values" in the experimental data to verify the calculation accuracy and applicability of the fiber model method and the established constitutive relationship.</span></p> <p><span><span>The test database contains a total of 6 tables. Table 1.1 shows the axial compression test database for rectangular sections, with a total of 428 sets of data; Table 1.2 shows the pure bending test database for rectangular sections, with a total of 84 sets of data; Table 1.3 shows the database of compression bending tests for rectangular sections, with a total of 208 sets of data. Table 2.1 shows the database of axial compression tests for dumbbell shaped sections, with a total of 20 sets of data; Table 2.2 shows the pure bending test database for dumbbell shaped sections, with a total of 4 sets of data; Table 2.3 shows the database of compression bending tests for dumbbell shaped sections, with a total of 30 sets of data.</span></span></p>
Bearing capacity of rectangular concrete-filled steel tube (CFST) and dumbbell shaped CFST under axial compression, eccentric compression, and pure bending stress states
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Test database for bearing capacity of circular concrete-filled steel tube (CFST) under axial compression, eccentric compression, and pure bending stress states
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The bearing capacity of limestone strata roof containing a shallow buried spherical Karst cave
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