<?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>1856-9560</journal-id>
<journal-title><![CDATA[Gaceta Técnica]]></journal-title>
<abbrev-journal-title><![CDATA[Gac. Téc.]]></abbrev-journal-title>
<issn>1856-9560</issn>
<publisher>
<publisher-name><![CDATA[Universidad Centroccidental Lisandro Alvarado]]></publisher-name>
</publisher>
</journal-meta>
<article-meta>
<article-id>S1856-95602025000200047</article-id>
<article-id pub-id-type="doi">10.51372/gacetatecnica262.5</article-id>
<title-group>
<article-title xml:lang="es"><![CDATA[COMPARACIÓN DEL COMPORTAMIENTO SISMORRESISTENTE DE EDIFICACIONES EN ACERO A36 DISEÑADAS POR EL MÉTODO DDBD Y EL MÉTODO FBD BAJO EL SISTEMA SMF]]></article-title>
<article-title xml:lang="en"><![CDATA[COMPARISON OF THE SEISMIC-RESISTANT BEHAVIOR OF A36 STEEL BUILDINGS DESIGNED BY THE DDBD METHOD AND THE FBD METHOD UNDER SMF SYSTEM]]></article-title>
</title-group>
<contrib-group>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Orellana Smith]]></surname>
<given-names><![CDATA[David Alejandro]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
<contrib contrib-type="author">
<name>
<surname><![CDATA[Pannillo Majano]]></surname>
<given-names><![CDATA[Gino Giuseppe]]></given-names>
</name>
<xref ref-type="aff" rid="Aff"/>
</contrib>
</contrib-group>
<aff id="Af1">
<institution><![CDATA[,Universidad Centroccidental Lisandro Alvarado  ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Venezuela</country>
</aff>
<aff id="Af2">
<institution><![CDATA[,Universidad Centroccidental Lisandro Alvarado  ]]></institution>
<addr-line><![CDATA[ ]]></addr-line>
<country>Venezuela</country>
</aff>
<pub-date pub-type="pub">
<day>00</day>
<month>12</month>
<year>2025</year>
</pub-date>
<pub-date pub-type="epub">
<day>00</day>
<month>12</month>
<year>2025</year>
</pub-date>
<volume>26</volume>
<numero>2</numero>
<fpage>47</fpage>
<lpage>63</lpage>
<copyright-statement/>
<copyright-year/>
<self-uri xlink:href="http://ve.scielo.org/scielo.php?script=sci_arttext&amp;pid=S1856-95602025000200047&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://ve.scielo.org/scielo.php?script=sci_abstract&amp;pid=S1856-95602025000200047&amp;lng=en&amp;nrm=iso"></self-uri><self-uri xlink:href="http://ve.scielo.org/scielo.php?script=sci_pdf&amp;pid=S1856-95602025000200047&amp;lng=en&amp;nrm=iso"></self-uri><abstract abstract-type="short" xml:lang="es"><p><![CDATA[RESUMEN Se comparó el comportamiento sismorresistente de una edificación en acero estructural diseñada por el Método de las Fuerzas (MDF) contra otra por el Método de los Desplazamientos (MDD), bajo el sistema de marcos especiales resistentes a momento en cada microzona de la ordenanza de Microzonificación Sísmica (MSZ) de Barquisimeto-Cabudare. Se estableció un arquetipo regular en planta y alzado, de 4 niveles de 3 metros c/u, y 3 vanos de 3 metros c/u para cada dirección de análisis. Las vigas y las correas fueron perfiles IPE, y las columnas HEB, con grado de acero A36 y conexiones viga-columnas de tipo BFP. Los resultados demostraron que en MZS #1 las dimensiones fueron establecidas por las exigencias mínimas de la conexión precalificada BFP para ambos métodos, con un comportamiento sismorresistente idéntico. Para MSZ #2 y #5 se tuvo coincidencia del periodo fundamental de las estructuras con el periodo característico del suelo, exigiendo secciones más robustas para evitar la resonancia y en consecuencia obteniendo un comportamiento sismorresistente idéntico para ambos métodos. En MZS #3, #4 y #6 ambos métodos ofrecieron un comportamiento cercano a la cedencia, pero con menos cantidad de acero y derivas de entrepiso aplicando el MDD. La MSZ #7 se comportó similar al anterior con la diferencia que la cantidad de acero fue mayor para el MDD. Para MSZ #8 y #9 el MDD obtuvo un comportamiento cercano a la cedencia, mientras que en el MDF el comportamiento fue post-cedente con incursión insignificante al rango inelástico con daños de naturaleza reparables.]]></p></abstract>
<abstract abstract-type="short" xml:lang="en"><p><![CDATA[ABSTRACT The seismic performance of a structural steel building designed using the Force Method (FDM) was compared with that of another using the Displacement Method (DDM) under the system of special moment-resistant frames in each microzone of the Barquisimeto-Cabudare Seismic Microzoning (SMM) ordinance. A regular archetype was established in plan and elevation, with four levels of 3 meters each, and three spans of 3 meters each for each analysis direction. The beams and purlins were IPE profiles, and the HEB columns were made of A36 steel grade with BFP beam-column connections. The results demonstrated that in SMM #1, the dimensions were established by the minimum requirements of the prequalified BFP connection for both methods, with identical seismic performance. For MSZ #2 and #5, the fundamental period of the structures coincided with the characteristic period of the soil, requiring more robust sections to avoid resonance and consequently obtaining identical earthquake-resistant behavior for both methods. In MZS #3, #4 and #6, both methods showed behavior close to yielding, but with less steel and story drifts when applying the MDD. MSZ #7 behaved similarly to the previous one, with the difference that the amount of steel was greater for the MDD. For MSZ #8 and #9, the MDD obtained behavior close to yielding, while in the MDF, the behavior was post-yielding with insignificant incursion into the inelastic range and repairable damage.]]></p></abstract>
<kwd-group>
<kwd lng="es"><![CDATA[diseño por desplazamientos]]></kwd>
<kwd lng="es"><![CDATA[pushover convencional]]></kwd>
<kwd lng="es"><![CDATA[marcos especiales a momento]]></kwd>
<kwd lng="es"><![CDATA[método de las fuerzas]]></kwd>
<kwd lng="es"><![CDATA[método de los desplazamientos]]></kwd>
<kwd lng="es"><![CDATA[microzonificación sísmica]]></kwd>
<kwd lng="es"><![CDATA[conexión BFP]]></kwd>
<kwd lng="en"><![CDATA[displacement design]]></kwd>
<kwd lng="en"><![CDATA[conventional pushover]]></kwd>
<kwd lng="en"><![CDATA[special moment frames]]></kwd>
<kwd lng="en"><![CDATA[force method]]></kwd>
<kwd lng="en"><![CDATA[displacement method]]></kwd>
<kwd lng="en"><![CDATA[seismic micro zonation]]></kwd>
<kwd lng="en"><![CDATA[BFP connection]]></kwd>
</kwd-group>
</article-meta>
</front><back>
<ref-list>
<ref id="B1">
<label>[1]</label><nlm-citation citation-type="book">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Priestley]]></surname>
<given-names><![CDATA[M. J. N]]></given-names>
</name>
<name>
<surname><![CDATA[Calvi]]></surname>
<given-names><![CDATA[G. M]]></given-names>
</name>
<name>
<surname><![CDATA[Kowalsky]]></surname>
<given-names><![CDATA[M. J]]></given-names>
</name>
</person-group>
<source><![CDATA[Displacement based seismic design of structures]]></source>
<year>2007</year>
<edition>1</edition>
<publisher-loc><![CDATA[Pavia, Italy ]]></publisher-loc>
<publisher-name><![CDATA[IUSS Press]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B2">
<label>[2]</label><nlm-citation citation-type="confpro">
<person-group person-group-type="author">
<name>
<surname><![CDATA[Helene]]></surname>
<given-names><![CDATA[P]]></given-names>
</name>
<name>
<surname><![CDATA[Pereira]]></surname>
<given-names><![CDATA[F]]></given-names>
</name>
<name>
<surname><![CDATA[Castro]]></surname>
<given-names><![CDATA[P]]></given-names>
</name>
</person-group>
<source><![CDATA[retrofit&#8221; solution for Force-Based design: eliminating the need for iteration and initial period estimation]]></source>
<year>2013</year>
<conf-name><![CDATA[ NZSEE Conference]]></conf-name>
<conf-loc>Wellington, NZ </conf-loc>
</nlm-citation>
</ref>
<ref id="B3">
<label>[3]</label><nlm-citation citation-type="book">
<collab>ANSI/AISC 358-16</collab>
<source><![CDATA[Prequalified connections for special and intermediate steel moment frames for seismic applications]]></source>
<year>2020</year>
<publisher-loc><![CDATA[Chicago ]]></publisher-loc>
<publisher-name><![CDATA[American Institute of Steel Construction]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B4">
<label>[4]</label><nlm-citation citation-type="book">
<collab>Fodenorca</collab>
<source><![CDATA[Norma Venezolana COVENIN 1756-2019. CONSTRUCCIONES SISMORRESISTENTES]]></source>
<year>2019</year>
<publisher-loc><![CDATA[Caracas ]]></publisher-loc>
<publisher-name><![CDATA[Fodenorca]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B5">
<label>[5]</label><nlm-citation citation-type="book">
<collab>FUNVISIS</collab>
<source><![CDATA[Ordenanza de construcciones sismorresistentes del Municipio Iribarren]]></source>
<year>2015</year>
<publisher-loc><![CDATA[Barquisimeto, Venezuela ]]></publisher-loc>
<publisher-name><![CDATA[FUNVISIS]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B6">
<label>[6]</label><nlm-citation citation-type="book">
<collab>MAPLOCA</collab>
<source><![CDATA[SIGALDECK - MAPLOCA]]></source>
<year>2024</year>
<publisher-loc><![CDATA[Venezuela ]]></publisher-loc>
<publisher-name><![CDATA[MAPLOCA]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B7">
<label>[7]</label><nlm-citation citation-type="book">
<collab>Fondonorma</collab>
<source><![CDATA[Norma Venezolana COVENIN 2002:1988. Criterios y Acciones Mínimas para el Proyecto de Edificaciones]]></source>
<year>2001</year>
<publisher-loc><![CDATA[Caracas, Venezuela ]]></publisher-loc>
<publisher-name><![CDATA[Fondonorma]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B8">
<label>[8]</label><nlm-citation citation-type="">
<collab>NIST</collab>
<source><![CDATA[Seismic Design of Steel Special Moment Frames: A guide for Practicing engineers]]></source>
<year>2016</year>
</nlm-citation>
</ref>
<ref id="B9">
<label>[9]</label><nlm-citation citation-type="book">
<collab>MTMS</collab>
<source><![CDATA[Eurocódigo 8: Proyecto de estructuras sismorresistentes]]></source>
<year>1998</year>
<publisher-loc><![CDATA[España ]]></publisher-loc>
<publisher-name><![CDATA[Ministerio de Transporte y Movilidad Sostenible]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B10">
<label>[10]</label><nlm-citation citation-type="">
<collab>CSI</collab>
<source><![CDATA[ETABS v20]]></source>
<year>2020</year>
<publisher-loc><![CDATA[España ]]></publisher-loc>
</nlm-citation>
</ref>
<ref id="B11">
<label>[11]</label><nlm-citation citation-type="book">
<collab>ASCE 41-13</collab>
<source><![CDATA[Seismic Evaluation and Retrofit of Existing Buildings, Standard ASCE/SEI 41-13]]></source>
<year>2013</year>
<publisher-loc><![CDATA[Reston, VA, Estados Unidos ]]></publisher-loc>
<publisher-name><![CDATA[American Society of Civil Engineers]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B12">
<label>[12]</label><nlm-citation citation-type="book">
<collab>FEMA 440</collab>
<source><![CDATA[Improvement of nonlinear static seismic analysis procedures]]></source>
<year>2005</year>
<publisher-loc><![CDATA[Washington DC, USA ]]></publisher-loc>
<publisher-name><![CDATA[Federal Emergency Management Agency]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B13">
<label>[13]</label><nlm-citation citation-type="book">
<collab>ATC-40</collab>
<source><![CDATA[Seismic evaluation and retrofit of concrete buildings]]></source>
<year>1996</year>
<publisher-loc><![CDATA[Redwood City, USA ]]></publisher-loc>
<publisher-name><![CDATA[Applied Technology Council]]></publisher-name>
</nlm-citation>
</ref>
<ref id="B14">
<label>[14]</label><nlm-citation citation-type="book">
<collab>SEAOC</collab>
<source><![CDATA[Conceptual framework for performance based seismic engineering of buildings]]></source>
<year>1995</year>
<publisher-loc><![CDATA[Sacramento, USA ]]></publisher-loc>
<publisher-name><![CDATA[Vision 2000 Committee and California Office of Emergency Services]]></publisher-name>
</nlm-citation>
</ref>
</ref-list>
</back>
</article>
