<?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>0185-092X</journal-id>
<journal-title><![CDATA[Ingeniería sísmica]]></journal-title>
<abbrev-journal-title><![CDATA[Ing. sísm]]></abbrev-journal-title>
<issn>0185-092X</issn>
<publisher>
<publisher-name><![CDATA[Sociedad Mexicana de Ingeniería Sísmica A.C.]]></publisher-name>
</publisher>
</journal-meta>
<article-meta>
<article-id>S0185-092X2016000200033</article-id>
<title-group>
<article-title xml:lang="en"><![CDATA[Experimental studies of a steel frame model with and without buckling-restrained braces]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Guerrero]]></surname>
<given-names><![CDATA[Héctor]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Ji]]></surname>
<given-names><![CDATA[Tianjian]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Escobar]]></surname>
<given-names><![CDATA[José A.]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,UNAM Institute of Engineering ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af2">
<institution><![CDATA[,The University of Manchester  ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>United Kingdom</country>
</aff>
<aff id="Af3">
<institution><![CDATA[,UNAM Institute of Engineering ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Mexico</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>12</month>
<year>2016</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>12</month>
<year>2016</year>
</pub-date>
<numero>95</numero>
<fpage>33</fpage>
<lpage>52</lpage>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_arttext&amp;pid=S0185-092X2016000200033&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_abstract&amp;pid=S0185-092X2016000200033&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_pdf&amp;pid=S0185-092X2016000200033&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="en"><p><![CDATA[Abstract: This paper presents comparative experimental studies of a five-storey steel-frame model at a scale of 1/10 with, and without, buckling-restrained braces (BRBs). The building model was subjected to free vibration tests and shaking table tests. The latter were conducted using low-intensity white noise and seismic input. From the free vibration tests and shaking table tests with low-intensity white noise, it was found that the BRBs contributed a significant amount of damping. This happened to the model even at low levels of vibration. The shaking table tests with seismic input were conducted using seven earthquake records, taken in the lakebed zone of Mexico City with seismic intensities from pga=0.1g to 0.25g. At an intensity of pga=0.1g, the results show that the model fitted with BRBs had a significantly smaller response than the bare model, in terms of displacement, inter-storey drift, floor velocity and floor acceleration. The higher intensities were only applied to the model fitted with BRBs. The results indicate that the model with BRBs was able to withstand about 2.5 times the seismic intensity of the bare model, in terms of lateral displacement, inter-storey drift and Arias Intensity, as a measure of the energy contents of the movement. At the end of the tests, all BRBs were removed and the model remained in its original undamaged state.]]></p></abstract>
<abstract abstract-type="short" xml:lang="es"><p><![CDATA[Resumen: Este artículo presenta estudios experimentales en un marco de acero de cinco niveles, a escala natural de 1/10, con y sin contraventeos restringidos al pandeo (CRP). El modelo fue sometido a pruebas de vibración libre y en mesa vibradora. Estas últimas se realizaron con movimientos a base de ruidos blancos de baja intensidad y con movimientos sísmicos. De las pruebas de vibración libre y de mesa vibradora con ruidos blancos se encontró que los CRP incrementaron de manera muy importante el nivel de amortiguamiento en el modelo. Esto sucedió aun cuando el modelo se sometió a niveles de vibración baja que no generaron respuesta no lineal. Para las pruebas con movimientos sísmicos se utilizaron siete acelerogramas registrados en la zona del lago de la Ciudad de México, escalados a intensidades entre pga=0.1g y 0.25g, siendo pga la aceleración máxima de piso y g la aceleración de la gravedad. A la intensidad de pga=0.1g, los resultados muestran que el modelo equipado con CRP tuvo una respuesta mucho menor al caso sin CRP; esto en términos de desplazamientos, distorsión de entrepiso, velocidad y aceleraciones de piso. Las intensidades mayores fueron sólo aplicadas en el modelo con CRP. Los resultados indican que el modelo con CRP pudo acomodar hasta 2.5 veces más intensidad sísmica que el caso sin CRP. Al final de las pruebas, los CRP fueron removidos y el modelo regreso a su posición original sin daño.]]></p></abstract>
<kwd-group>
<kwd lng="en"><![CDATA[buckling-restrained braces (BRBs)]]></kwd>
<kwd lng="en"><![CDATA[free vibration tests]]></kwd>
<kwd lng="en"><![CDATA[shaking table tests]]></kwd>
<kwd lng="en"><![CDATA[steel-frame model]]></kwd>
<kwd lng="en"><![CDATA[lakebed zone of Mexico City]]></kwd>
<kwd lng="es"><![CDATA[contraventeos restringidos al pandeo (CRP)]]></kwd>
<kwd lng="es"><![CDATA[pruebas de vibración libre]]></kwd>
<kwd lng="es"><![CDATA[pruebas en mesa vibradora]]></kwd>
<kwd lng="es"><![CDATA[modelo de marco de acero]]></kwd>
<kwd lng="es"><![CDATA[zona del lago de la Ciudad de México]]></kwd>
</kwd-group>
</article-meta>
</front><back>
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