<?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>S1405-77432020000300008</article-id>
<article-id pub-id-type="doi">10.22201/fi.25940732e.2020.21.3.028</article-id>
<title-group>
<article-title xml:lang="es"><![CDATA[Comparación entre 3 tipos alternativos de conexión en un edificio de acero bajo cargas sísmicas]]></article-title>
<article-title xml:lang="en"><![CDATA[Comparison between 3 types of alternative connections for a steel building under seismic load]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[León-Escobedo]]></surname>
<given-names><![CDATA[David De]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Trueba-Albino]]></surname>
<given-names><![CDATA[Juan Carlos]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,Universidad Autónoma del Estado de México Facultad de Ingeniería ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Mexico</country>
</aff>
<aff id="Af2">
<institution><![CDATA[,Universidad Autónoma Metropolitana  ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Mexico</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>09</month>
<year>2020</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>09</month>
<year>2020</year>
</pub-date>
<volume>21</volume>
<numero>3</numero>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_arttext&amp;pid=S1405-77432020000300008&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_abstract&amp;pid=S1405-77432020000300008&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://www.scielo.org.mx/scielo.php?script=sci_pdf&amp;pid=S1405-77432020000300008&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="es"><p><![CDATA[Resumen: Se presenta un procedimiento simplificado basado en simulaciones de Monte Carlo y resultados experimentales previos, el cual compara la efectividad en costo de tres tipos de conexiones alternativas de acero, considerando las incertidumbres en la carga sísmica y resistencias. Dicha efectividad se mide a través de la probabilidad de falla y el costo esperado en el ciclo de vida del edificio. El procedimiento consta de tres etapas: 1) Análisis no lineal de la respuesta máxima, del marco crítico del edificio, ante escenarios predefinidos de aceleraciones sísmicas típicas en la Ciudad de México para identificar la junta crítica y la relación funcional entre la respuesta máxima y las aceleraciones sísmicas; 2) Identificación, mediante análisis de elemento finito, del estado límite crítico de cada conexión en términos de la respuesta máxima y 3) Simulación de Monte Carlo del estado límite de cada conexión para calcular la probabilidad de falla de cada tipo de conexión. Con estas probabilidades de falla se calcula el costo esperado en el ciclo de vida del edificio, para cada tipo de conexión, incluyendo las principales consecuencias de falla. Se observa que las tres conexiones tienen un comportamiento histerético estable y la que tiene cartelas conduce a una menor probabilidad de falla y, aunque su costo es mayor que las otras dos, genera los menores costos esperados en el ciclo de vida, y es recomendable para zonas de alta sismicidad. Las otras dos pueden recomendarse para zonas de baja sismicidad o sismicidad media. Una de las limitaciones del estudio es que solo se consideró un tipo de estructuración y tamaño de planta y elevación, conviene analizar otros tipos estructurales y otros tamaños del edificio. Los diseñadores podrán contar con un ejemplo que les oriente para las condiciones de tipo estructural, demanda sísmica y costos que correspondan a sus casos.]]></p></abstract>
<abstract abstract-type="short" xml:lang="en"><p><![CDATA[Abstract: A simplified procedure based on Monte Carlo simulations and previous experimental results, to assess the economic effectiveness of 3 alternative steel connections, considering the uncertainty on the seismic load and resistances, is presented. The effectiveness is assessed through the building failure probability and the expected life-cycle cost. The procedure is based on 3 steps: 1) Nonlinear analyses of the building maximum response, for the critical frame, under predefined scenario typical seismic accelerations in Mexico City in order to identify the critical joint and the resulting functional relationship between maximum response and seismic acceleration, 2) Identification, through Finite Element Analysis, of the critical limit state per connection in terms of the maximum response, and 3) Monte Carlo simulation of the limit state function, per connection, to calculate the failure probability .With the failure probability, the building expected life-cycle cost is calculated, for each connection type, including the main failure consequences. It is observed that the 3 connection types shoe stable hysteretic behavior and the connection type with brackets produces the lowest failure probability. Therefore, even though this is the most expensive connection, it generates the lowest expected life-cycle cost and it is recommended for sites with high seismicity. The other 2 connection types may be recommended for zones with medium or low seismicity. One of the shortcomings of the study is that it was performed only for a single building and other structural types and sizes must be considered before making general recommendations. Designers may count now with an example that serves as an orientation to their connection type selection according to their conditions on seismic environment and structural type.]]></p></abstract>
<kwd-group>
<kwd lng="es"><![CDATA[Conexiones de acero]]></kwd>
<kwd lng="es"><![CDATA[cargas sísmicas]]></kwd>
<kwd lng="es"><![CDATA[comportamiento histerético]]></kwd>
<kwd lng="es"><![CDATA[probabilidad de falla]]></kwd>
<kwd lng="es"><![CDATA[costo esperado en el ciclo de vida]]></kwd>
<kwd lng="en"><![CDATA[Steel connections]]></kwd>
<kwd lng="en"><![CDATA[seismic loading]]></kwd>
<kwd lng="en"><![CDATA[hysteretic behavior]]></kwd>
<kwd lng="en"><![CDATA[failure probability]]></kwd>
<kwd lng="en"><![CDATA[expected life-cycle costs]]></kwd>
</kwd-group>
</article-meta>
</front><back>
<ref-list>
<ref id="B1">
<nlm-citation citation-type="book">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Aguirre]]></surname>
<given-names><![CDATA[C.]]></given-names>
</name>
<name>
<surname><![CDATA[Carvajal]]></surname>
<given-names><![CDATA[J.]]></given-names>
</name>
</person-group>
<source><![CDATA[Diseño de edificios de acero estructurados en base a marcos rígidos especiales]]></source>
<year>2010</year>
<publisher-loc><![CDATA[Valparaíso, Chile ]]></publisher-loc>
<publisher-name><![CDATA[Departamento de obras civiles. Universidad Técnica Federico Santa María]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B2">
<nlm-citation citation-type="book">
<collab>AISC</collab>
<source><![CDATA[Extended end-plate moment connections seismic and wind applications, steel design guide]]></source>
<year>2010</year>
<publisher-loc><![CDATA[Chicago, IL ]]></publisher-loc>
<publisher-name><![CDATA[American Institute of Steel Construction, Inc.]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B3">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Ang]]></surname>
<given-names><![CDATA[A. H. S.]]></given-names>
</name>
<name>
<surname><![CDATA[De León]]></surname>
<given-names><![CDATA[D.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Modelling and analysis of uncertainties for risk-informed decisions in infrastructures engineering]]></article-title>
<source><![CDATA[Journal of Structure and Infrastructure Engineering]]></source>
<year>2005</year>
<volume>1</volume>
<numero>1</numero>
<issue>1</issue>
<page-range>19-31</page-range></nlm-citation>
</ref>
<ref id="B4">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Bahaari]]></surname>
<given-names><![CDATA[M. R.]]></given-names>
</name>
<name>
<surname><![CDATA[Sherbourne]]></surname>
<given-names><![CDATA[A. N.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Computer modelling of an extended end-plate bolted connection]]></article-title>
<source><![CDATA[Computers and Structures]]></source>
<year>1994</year>
<volume>52</volume>
<page-range>879-93</page-range></nlm-citation>
</ref>
<ref id="B5">
<nlm-citation citation-type="book">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Bruneau]]></surname>
<given-names><![CDATA[M.]]></given-names>
</name>
<name>
<surname><![CDATA[Whittaker]]></surname>
<given-names><![CDATA[A.]]></given-names>
</name>
<name>
<surname><![CDATA[Uang]]></surname>
<given-names><![CDATA[CH. M.]]></given-names>
</name>
</person-group>
<source><![CDATA[Ductile Design of Steel Structures]]></source>
<year>1998</year>
<publisher-name><![CDATA[McGraw Hill]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B6">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Bursi]]></surname>
<given-names><![CDATA[O. S.]]></given-names>
</name>
<name>
<surname><![CDATA[Jaspart]]></surname>
<given-names><![CDATA[J. P.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Basic issues in the finite element simulation of extended end plate connections]]></article-title>
<source><![CDATA[Computers and Structures]]></source>
<year>1998</year>
<volume>69</volume>
<numero>3</numero>
<issue>3</issue>
<page-range>361-82</page-range></nlm-citation>
</ref>
<ref id="B7">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Bursi]]></surname>
<given-names><![CDATA[O. S.]]></given-names>
</name>
<name>
<surname><![CDATA[Ferrario]]></surname>
<given-names><![CDATA[F.]]></given-names>
</name>
<name>
<surname><![CDATA[Fontanari]]></surname>
<given-names><![CDATA[V.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Non-linear of the low-cycle fracture behaviour of isolated tee stub connections]]></article-title>
<source><![CDATA[Computers and Structures]]></source>
<year>2002</year>
<volume>80</volume>
<page-range>2333-60</page-range></nlm-citation>
</ref>
<ref id="B8">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Choi]]></surname>
<given-names><![CDATA[C. K.]]></given-names>
</name>
<name>
<surname><![CDATA[Chung]]></surname>
<given-names><![CDATA[G. T.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Refined three-dimensional finite element model for end-plate connection]]></article-title>
<source><![CDATA[Journal of Structural Engineering, ASCE]]></source>
<year>1996</year>
<volume>122</volume>
<numero>11</numero>
<issue>11</issue>
<page-range>1307-16</page-range></nlm-citation>
</ref>
<ref id="B9">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[De Leon]]></surname>
<given-names><![CDATA[D.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Cost-benefit ratios for risk mitigation on structures in Mexico]]></article-title>
<source><![CDATA[Científica]]></source>
<year>2007</year>
<volume>11</volume>
<numero>3</numero>
<issue>3</issue>
<page-range>107-11</page-range><publisher-loc><![CDATA[Mexico ]]></publisher-loc>
<publisher-name><![CDATA[IPN]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B10">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[De Leon]]></surname>
<given-names><![CDATA[D.]]></given-names>
</name>
<name>
<surname><![CDATA[Reyes]]></surname>
<given-names><![CDATA[A.]]></given-names>
</name>
<name>
<surname><![CDATA[Cheng]]></surname>
<given-names><![CDATA[Yu]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Probabilistic assessment of connections for steel buildings on seismic zones]]></article-title>
<source><![CDATA[Journal of Constructional Steel Research]]></source>
<year>2013</year>
<volume>88</volume>
<page-range>15-20</page-range></nlm-citation>
</ref>
<ref id="B11">
<nlm-citation citation-type="book">
<collab>FEMA</collab>
<source><![CDATA[FEMA-350, Recommended seismic design criteria for new steel moment frame buildings]]></source>
<year>2000</year>
<publisher-loc><![CDATA[Washington, DC, EUA ]]></publisher-loc>
<publisher-name><![CDATA[Federal Emergency Management Agency]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B12">
<nlm-citation citation-type="book">
<collab>GDF</collab>
<source><![CDATA[Normas técnicas complementarias. Normas de diseño Sísmico]]></source>
<year>2004</year>
<publisher-loc><![CDATA[Ciudad de México, México ]]></publisher-loc>
<publisher-name><![CDATA[Reglamento de construcciones del Distrito Federal]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B13">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Goel]]></surname>
<given-names><![CDATA[R. K.]]></given-names>
</name>
<name>
<surname><![CDATA[Chopra]]></surname>
<given-names><![CDATA[A. K.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Period formulas for moment-resisting frame buildings]]></article-title>
<source><![CDATA[Journal of Structural Engineering, ASCE]]></source>
<year>1997</year>
<volume>123</volume>
<numero>11</numero>
<issue>11</issue>
<page-range>1454-61</page-range></nlm-citation>
</ref>
<ref id="B14">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Guo]]></surname>
<given-names><![CDATA[B.]]></given-names>
</name>
<name>
<surname><![CDATA[Gu]]></surname>
<given-names><![CDATA[Q.]]></given-names>
</name>
<name>
<surname><![CDATA[Liu]]></surname>
<given-names><![CDATA[F.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Experimental behavior of stiffened and unstiffened end-plate connections under cyclic loading]]></article-title>
<source><![CDATA[Journal of Structural Engineering, ASCE]]></source>
<year>2006</year>
<volume>132</volume>
<numero>9</numero>
<issue>9</issue>
<page-range>1352-7</page-range></nlm-citation>
</ref>
<ref id="B15">
<nlm-citation citation-type="book">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Hancock]]></surname>
<given-names><![CDATA[G.]]></given-names>
</name>
</person-group>
<source><![CDATA[Strength of fillet and flarebevel Welded connections in 2.5mm Duragal® Angle]]></source>
<year>2001</year>
<publisher-loc><![CDATA[Australia ]]></publisher-loc>
<publisher-name><![CDATA[Centre for Advanced Structural Engineering. University of Sydney]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B16">
<nlm-citation citation-type="book">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Kishi]]></surname>
<given-names><![CDATA[N. M.]]></given-names>
</name>
<name>
<surname><![CDATA[Komuro]]></surname>
<given-names><![CDATA[M. M.]]></given-names>
</name>
<name>
<surname><![CDATA[Chen]]></surname>
<given-names><![CDATA[W. F.]]></given-names>
</name>
</person-group>
<source><![CDATA[Four-parameter power model for M-&#415;R curves of end-plate connections]]></source>
<year>2004</year>
<publisher-loc><![CDATA[Amsterdam ]]></publisher-loc>
<publisher-name><![CDATA[Connections in Steel Structures V]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B17">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Li]]></surname>
<given-names><![CDATA[Q.]]></given-names>
</name>
<name>
<surname><![CDATA[Ellingwood]]></surname>
<given-names><![CDATA[B.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Damage inspection and vulnerability analysis of existing buildings with steel moment-resisting frames]]></article-title>
<source><![CDATA[Engineering Structures]]></source>
<year>2008</year>
<volume>30</volume>
<numero>2</numero>
<issue>2</issue>
<page-range>338-51</page-range></nlm-citation>
</ref>
<ref id="B18">
<nlm-citation citation-type="confpro">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Meng]]></surname>
<given-names><![CDATA[R. L]]></given-names>
</name>
<name>
<surname><![CDATA[Murray]]></surname>
<given-names><![CDATA[T. M.]]></given-names>
</name>
</person-group>
<source><![CDATA[Seismic loading of moment end-plate connections: Some preliminary results]]></source>
<year>1995</year>
<conf-name><![CDATA[ Thirdinternational workshop on connections in steel structures]]></conf-name>
<conf-loc>Trento, Italy </conf-loc>
</nlm-citation>
</ref>
<ref id="B19">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Nemati]]></surname>
<given-names><![CDATA[N.]]></given-names>
</name>
<name>
<surname><![CDATA[Le Houedec]]></surname>
<given-names><![CDATA[D.]]></given-names>
</name>
<name>
<surname><![CDATA[Zandonini]]></surname>
<given-names><![CDATA[R.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Numerical modelling of the cyclic behaviour of the basic components of steel end-plate connections]]></article-title>
<source><![CDATA[Advances in Engineering Software]]></source>
<year>2000</year>
<volume>31</volume>
<page-range>837-49</page-range></nlm-citation>
</ref>
<ref id="B20">
<nlm-citation citation-type="book">
<collab>NERHP</collab>
<source><![CDATA[NIST GCR 09-917-3, Seismic design of steel special moment frames: A guide for practicing engineers]]></source>
<year>2009</year>
<publisher-loc><![CDATA[Gaithersburg, MD ]]></publisher-loc>
<publisher-name><![CDATA[National Institute of Standards and Technology]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B21">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Rosenblueth]]></surname>
<given-names><![CDATA[E.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Optimum reliabilities and optimum design]]></article-title>
<source><![CDATA[Structural Safety]]></source>
<year>1986</year>
<volume>3</volume>
<numero>2</numero>
<issue>2</issue>
<page-range>69-83</page-range></nlm-citation>
</ref>
<ref id="B22">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Shi]]></surname>
<given-names><![CDATA[G.]]></given-names>
</name>
<name>
<surname><![CDATA[Shi]]></surname>
<given-names><![CDATA[Y.]]></given-names>
</name>
<name>
<surname><![CDATA[Wang]]></surname>
<given-names><![CDATA[Y.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Behaviour of end-plate moment connections under earthquake loading]]></article-title>
<source><![CDATA[Engineering Structures]]></source>
<year>2006</year>
<volume>29</volume>
<numero>5</numero>
<issue>5</issue>
<page-range>703-16</page-range></nlm-citation>
</ref>
<ref id="B23">
<nlm-citation citation-type="journal">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Tremblay]]></surname>
<given-names><![CDATA[R.]]></given-names>
</name>
<name>
<surname><![CDATA[Bruneau]]></surname>
<given-names><![CDATA[M.]]></given-names>
</name>
<name>
<surname><![CDATA[Nakashima]]></surname>
<given-names><![CDATA[M.]]></given-names>
</name>
<name>
<surname><![CDATA[Prion]]></surname>
<given-names><![CDATA[H.]]></given-names>
</name>
<name>
<surname><![CDATA[Filiatrault]]></surname>
<given-names><![CDATA[A.]]></given-names>
</name>
<name>
<surname><![CDATA[Devall]]></surname>
<given-names><![CDATA[R.]]></given-names>
</name>
</person-group>
<article-title xml:lang=""><![CDATA[Seismic design of steel buildings: Lessons from the 1995 Hyogo-Ken Nanbu (Kobe, Japan) Earthquake]]></article-title>
<source><![CDATA[Canadian Journal of Civil Engineering]]></source>
<year>1996</year>
<volume>23</volume>
<numero>3</numero>
<issue>3</issue>
<page-range>757-70</page-range></nlm-citation>
</ref>
<ref id="B24">
<nlm-citation citation-type="book">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Trueba]]></surname>
<given-names><![CDATA[J. C.]]></given-names>
</name>
</person-group>
<source><![CDATA[Análisis probabilístico y de costos de alternativas para conexiones en edificios de acero de la zona sísmica IIIc de la Ciudad de México]]></source>
<year>2017</year>
<publisher-loc><![CDATA[Ciudad de México, México ]]></publisher-loc>
<publisher-name><![CDATA[Universidad Autónoma Metropolitana]]></publisher-name>
</nlm-citation>
</ref>
</ref-list>
</back>
</article>
