<?xml version="1.0" encoding="ISO-8859-1"?><article xmlns:mml="http://www.w3.org/1998/Math/MathML" xmlns:xlink="http://www.w3.org/1999/xlink" xmlns:xsi="http://www.w3.org/2001/XMLSchema-instance">
<front>
<journal-meta>
<journal-id>1405-7743</journal-id>
<journal-title><![CDATA[Ingeniería, investigación y tecnología]]></journal-title>
<abbrev-journal-title><![CDATA[Ing. invest. y tecnol.]]></abbrev-journal-title>
<issn>1405-7743</issn>
<publisher>
<publisher-name><![CDATA[Universidad Nacional Autónoma de México, Facultad de Ingeniería]]></publisher-name>
</publisher>
</journal-meta>
<article-meta>
<article-id>S1405-77432021000400102</article-id>
<article-id pub-id-type="doi">10.22201/fi.25940732e.2021.22.4.027</article-id>
<title-group>
<article-title xml:lang="es"><![CDATA[Evaluación de la expansión en suelos presaturados]]></article-title>
<article-title xml:lang="en"><![CDATA[Expansion evaluation of presaturated soils]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Gonzáles-Rufino]]></surname>
<given-names><![CDATA[José Luis]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Chávez-Alegría]]></surname>
<given-names><![CDATA[Omar]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,Universidad Autónoma de Querétaro Facultad de Ingeniería ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af2">
<institution><![CDATA[,Universidad Autónoma de Querétaro Facultad de Ingeniería ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Mexico</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>12</month>
<year>2021</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>12</month>
<year>2021</year>
</pub-date>
<volume>22</volume>
<numero>4</numero>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_arttext&amp;pid=S1405-77432021000400102&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_abstract&amp;pid=S1405-77432021000400102&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_pdf&amp;pid=S1405-77432021000400102&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="es"><p><![CDATA[Resumen: Los suelos expansivos causan daños considerables a estructuras y pavimentos. Para solucionarlo, se puede sustituir todo el material o estabilizarlo con aditivos como cal, cemento, ceniza volante, entre otros (Rosales, 2014). En varios casos, estos procesos son costosos y requieren que el material sea homogeneizado y estabilizado correctamente (González et al., 2017). Obedeciendo esta problemática, en esta investigación se simuló el comportamiento que tendrán dos suelos arcillosos, al incitar su expansión en laboratorio. Para cuantificar este efecto en la estabilización de suelos expansivos se realizaron pruebas de expansión unidimensional con edómetro; expansión libre y expansión con una sobrecarga de 20 kpa, para dos suelos compactados (Proctor estándar, energía de 600 kN&#8226;m/m3), muestreados en el municipio de Pedro Escobedo y la zona de Juriquilla del estado de Querétaro. A estos se les determinó la deformación vertical hasta finalizar la expansión primaria con una variación en el grado de saturación inicial de 60.0 % a 91.5 %. Análogamente se realizaron ensayes triaxiales (UU) para analizar el efecto de dicha variación en los parámetros de resistencia al esfuerzo cortante. Se observó que el incremento del grado de saturación inicial redujo la deformación por expansión final, causó que el ángulo de fricción interna disminuyera y que el valor de cohesión se mantuviera constante. Los resultados se evaluaron mediante el coeficiente de regresión lineal, valorando la correlación que existe entre dos variables, interpretando la eficiencia de la recta de mínimos cuadrados propuesta por Gorgas et al. (2011). El coeficiente de regresión lineal fue de 0.90 o mayor, en la mayoría de los casos. Este proceso se debe realizar, al igual que en laboratorio, de forma que se garantice una saturación por ascensión capilar, la cual lleva en campo un promedio de tres días, lo que hace viable el proceso.]]></p></abstract>
<abstract abstract-type="short" xml:lang="en"><p><![CDATA[Abstract: Expansive soils have caused considerable damage to structures and pavements. In order to solve this problem, total substitution of the expansive material or stabilization with additives like lime, cement, fly ash has been opted (Rosales, 2014). Nevertheless, these methods are expensive and require the material to be homogenize and stabilized in a correctly manner (González et al., 2017). To quantify the effect that the prewetting method has on expansive soils, onedimensional swell tests with consolidometer were made. Deformation for both, free swell and for an initial vertical pressure of 20 kPa was measured for compacted soils (Standard effort, 600 kN&#8226;m/m3), sampled from Pedro Escobedo and Juriquilla, state of Querétaro. The vertical deformation was determined at the end of the primary expansion for both soils, varying their grade of saturation from 60 % up to 91.5 %, depending on the material. Similarly, triaxial test (UU) were made to analyze the effect that such variation has on the shear strength parameters of each soil. From this, it was observed that the increments in the grade of saturation were followed by a reduction of both, deformation and the internal friction angle, cohesion values remain constant. Coefficient of determination was used to evaluate the results, assesing the correlation between two variables and interpreting the efficiency of the least squares adjustment (Gorgas et al., 2011). Coefficients of determination equal or above 0.90 were obtained in the majority of cases. This process must be carried out in such a way that a saturation by capillary ascension is guaranteed, the time of the process of saturation commonly is of three days in the field. So it has viability.]]></p></abstract>
<kwd-group>
<kwd lng="es"><![CDATA[Suelos expansivos]]></kwd>
<kwd lng="es"><![CDATA[método de presaturación]]></kwd>
<kwd lng="es"><![CDATA[resistencia al esfuerzo cortante]]></kwd>
<kwd lng="en"><![CDATA[Expansive soils]]></kwd>
<kwd lng="en"><![CDATA[presaturation method]]></kwd>
<kwd lng="en"><![CDATA[shear strength parameters]]></kwd>
</kwd-group>
</article-meta>
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