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Análisis del comportamiento de edificios de estructuras metálicas de mediana altura que utilizan mamposterías aisladas y confinadas

Analysis of the behavio= r of buildings of medium-rise metal structures that use isolated and confined masonry

¹	P= aola Nathaly Lagos Saltos	https://orcid.org/0009-0005-2734-= 6129
	Uni= versidad Técnica de Ambato, Ecuador plag= os7056@uta.edu.e c
²<= /b>	Seg= undo Manuel Espín Lagos	https://orcid.org/0000-0001-8049-= 452X
	Uni= versidad Técnica de Ambato, Ecuador sespin@uta.edu.ec
³<= /b>	Die= go Rafael Freire Romero	https://orcid.org/0009-0007-9735-= 0822
	Harbert International Establishment S de RL, Ecuador freired@harbert.com.ec
⁴	Fernanda Patricia Guamanquispe Vaca https://orcid.org/0000-0002-8830-138X Universidad Técnica de Ambato, Ecuador fguamanquispe8596@uta.edu.ec <= /o:p>
⁵	Diego Vinicio Guamanquispe Vaca https://orcid.org/0009-0001-3949-7216 Universidad Técnica de Ambato, Ecuador dguamanquispe5704@uta.edu.ec <= /o:p>
⁶	Jorge Luis Núńez Meneses https://orcid.org/0009-000= 1-4529-3869 Gobierno autónomo Descentralizado Provincial de Pastaz= a jorge.nunez@pastaza.gob.ec <= /o:p>

<= span style=3D'mso-bookmark:_Hlk133307874'> <= span style=3D'mso-bookmark:_Hlk133307874'> =	Artículo de Investigación Científica y Tecnológica Enviado: 14/05/2023 Revisado: 22/06/2023 Aceptado: 10/07/2023 Publicado:30/08/2023 DOI: = https://doi.org/10.33262/concienciadigit= al.v6i3.2.2665 =
=	=
&= nbsp; Cítese= :	&= nbsp;	Lagos Saltos, P. N., Espín Lagos, S. M., Freire Romero, D. R., Guamanquispe Vaca, F. P., Guamanquispe Vaca, D. V., & Núńez Meneses, = J. L. (2023). Análisis del comportamiento de edificios de estructuras metáli= cas de mediana altura que utilizan mamposterías aisladas y confinadas. ConcienciaDigital, 6(3.2), 27-46. https://doi.org/10.33262/concienciadi= gital.v6i3.2.2665 =
=	=	CONCIENCIA DIGITAL, es una revista multidisciplinar, trimestral,<= /b> que se publicará en soporte electrónico tiene como misión contribu= ir a la formación de profesionales competentes con visión humaníst= ica y crítica que sean capaces de exponer sus resultados investigativos y científicos en la misma medida que se promueva mediante su intervención cambios positivos en la sociedad. https://concienciadigital.org La revista es editada por la Editorial Ciencia Digital (Editorial de prestigio registrada en la Cámara Ecuatoriana de Li= bro con No de Afiliación 663) www.celibro.org.ec
=	= &nbs= p;	Esta revi= sta está protegida bajo una licencia Creative Commons Attribution Non Commerc= ial No Derivatives 4.0 International. Copia de la licencia: http://creativecommons.org/licenses/by-nc-nd/4.0/
Palabras claves:= A= nálisis no lineal, eventos sísmicos, mampostería aislada, mamposterías confinadas, período de retorno.		Resumen = Introducción: Ecuador se encuentra en una zona sísmica de alto riesgo haciendo altamente vulnerables a las estructuras metálicas, el problema fundamental es determinar el comportamiento de las mamposterías frente a eventos sísmicos de mamposterías aisladas y mamposterías confinadas. Objetivo: determinar el comportamiento de edificios = de estructuras metálicas de mediana altura que utilizan mamposterías aislada= s y confinadas. <= span style=3D'mso-fareast-font-family:Calibri;mso-bidi-font-family:"Times New = Roman"'>Metodología: la metodología utilizada para el presente estudio fue considerar modelaciones realizadas de muros con estas condiciones, y mediante un análisis no lineal determinar la capacidad de carga de los paneles, así como sus desplazamientos ante la acción de acel= eraciones asociadas a espectros de diseńo sísmico, tomando en cuenta las recomendaciones de la AISC, ATC-40, ASCE 41-17, ASCE 7 FEMA 273 y 356 y la NEC-15. Resultados: Se pu= do determinar que en la estructura esencial la presencia de paneles de relleno de mampostería no ayuda en el desempeńo en un Sismo Muy raro, ya = que los desplazamientos en el rango no lineal se reducen notablemente, hacien= do que la estructura se sitúe en el nivel de desempeńo del colapso, sin alca= nzar el desempeńo objetivo para el sismo con probabilidad de excedencia del 2%= en 50 ańos y periodo de retorno de 2475 ańos. Conclusiones: se pudo determinar que en los muros confinados al aumentar la rigidez se reduce significativamente los valores del período así como una ligera disminución de las derivas= de piso, el criterio de desempeńo cumple en la dirección del muro pero no en= las otras dos direcciones para sismos raros y muy raros, en estructuras esenciales el aporte de paneles de relleno no mejora el desempeńo para si= smos muy raros ya que los desplazamientos en el rango no lineal son reducidos notablemente lo que hace que la estructura se sitúe en el nivel de desemp= eńo del colapso para sismos con probabilidad de excedencia del 2 % en 50 ańos= y períodos de retorno de 2475 ańos. Se recomienda que para estructuras esenciales se diseńe con derivas menores al 1 % y utilizar pórticos lleno= s ya que la acción de la mampostería incrementa la rigidez de la estructura. <= /span>Área de estudio general: Ingeniería Civil y Mecánica. Área de estudio específica: Estructuras metálicas. = &nbs= p;
Keywords: Nonlinear analysis, seismic events, isolated masonry, confined masonry, return period.<= /o:p>	&= nbsp;	Abstract Introduction: Ecuador is in a high-risk seismic zone, making metallic structures highly vulnerable. The fundamental problem is to determine the behavior of masonry against seism= ic events of isolated masonry and confined masonry. Objective: to determine the behavior of buildings of metallic structures of medium heig= ht that use isolated and confined masonry. Methodology: the methodolo= gy used for the present study was to consider models made of walls with these conditions, and through a non-linear analysis, determine the load capacit= y of the panels, as well as their displacements before the action of accelerat= ions associated with seismic design spectra, taking into account the recommendations of the AISC, ATC-40, ASCE 41-17, ASCE 7 FEMA 273 and 356 = and the NEC-15. Results: It was possible to determine that in the essential structure the presence of masonry infill panels does not help in performance in a Very Rare Earthquake, since the displacements in the non-linear range are significantly reduced, causing the structure to be located in the collapse performance level, without reaching the target performance for the earthquake with a probability of exceedance of 2% in = 50 years and a return period of 2475 years. Conclusions: it was possi= ble to determine that in the confined walls, when increasing the rigidity, the values of the period are significantly reduced, as well as a slight decrease in floor drifts, the performance criterion is met in the direction of the wall but not in the other two directions for rare and ve= ry rare earthquakes, in essential structures the contribution of infill pane= ls does not improve performance for very rare earthquakes since the displacements in the non-linear range are notably reduced, which means th= at the structure is at the collapse performance level for earthquakes with a probability of exceedance of 2% in 50 years and return periods of 2475 ye= ars. It is recommended that for essential structures it be designed with drift= s of less than 1% and use full frames since the action of the masonry increases the rigidity of the structure. General area of study: Civil and Mechanical Engineering. Specific study area: Metallic structures.

A pesar de que las estructuras ya sean de hormigón armado o metálicas casi siempre tienen muros o mamposterías, éstas= no son consideradas en el diseńo estructural (Lagos, 2022), ya que poco se con= oce sobre la influencia que tienen sobre la capacidad de soportar deformaciones= así como tampoco se conoce con exactitud las aceleraciones producidas por event= os sísmicos a las que están sometidas fuera del plano por lo que se consideran elementos no estructurales, a pesar de aumentar la resistencia y rigidez de= la estructura debido a la dificultad que éstas han tenido para ser modeladas y analizadas, ya que no se tienen resultados experimentales ni de los materia= les ni de las técnicas constructivas, otro de los inconvenientes que se tiene e= s la dificultad de cálculo debido al comportamiento no lineal de los pórticos (C= arrillo & González, 2004), y los medios de unión de los materiales utilizados en los muros, por lo que no se puede establecer con certeza el comportamiento sísmico de las estructuras metálicas. Es por estas razones que se realiza e= ste estudio con el fin de analizar el comportamiento inelástico de las estructu= ras con mamposterías aisladas y confinadas (Colunga, 2017), en edificios de med= iana altura.

Estudios realizados por Carrillo & Gonzá= lez (2004), revelan que los rellenos de mampostería pueden afectar apreciablemente la resistencia, la rigidez, el amortiguamiento, el periodo, los desplazamiento= s, entre otros, aunque la resistencia total de la estructura no se ve notoriam= ente alterada, por la presencia de los muros, además menciona que se puede aprec= iar que al aumentar la rigidez total puede disminuir el periodo, aceleraciones espectrales que influyen en el diseńo de los edificios. <= /p>
Según Carrillo & González (2004), en su tesis de maestría, menciona que al aumentar la rigidez disminuye el período= de la estructura, causando cambios en las aceleraciones espectrales con las cu= áles se deben diseńar estos edificios. Refiriéndose a los edificios de mediana altura. Además, menciona que los cambios en el período pueden aumentar o disminuir la seudoaceleración dependiendo del tipo de espectro de diseńo y = las características propias de la edificación. Así mismo según Tapia & Garc= ía (2019). En su investigación realizada sobre el comportamiento de estructura= s de acero durante los sismos de septiembre de 2017 en México, en general, las estructuras diseńadas que siguieron los requisitos de los reglamentos moder= nos mediante un análisis racional tuvieron un comportamiento satisfactorio. Esto debería aumentar la confianza local de la respuesta sísmica de este sistema estructural. Por lo que se sugiere además considerar en el diseńo los eleme= ntos no estructurales como muros confinados.

Según investigación realizada por Domínguez = & López (2021). Revela que, durante los sismos de manta del 2016, las estruct= uras de mampostería restringida fueron las que presentaron la mayor cantidad de fallas moderadas y severas, con un porcentaje del 40% y 52% respectivamente, esto revela que no se tienen resultados claros sobre la influencia de los m= uros aislados y confinados, es por ello que se realizó un estudio sobre la influencia que tien= en los muros confinados y aislados en el comportamiento inelástico de pórticos en edificios de estructura metálica de mediana altura.

Metodología

Para poder demostrar la incidencia de las mamposterías aisladas o confinadas en edificios de estructura metálica de mediana altura en el comportamiento ante eventos sísmicos, se procedió a analizar tres estructuras mediante un software de cálculo, considerando las recomendaciones de códigos internacionales tales como AISC, FEMA 273 Y FEMA 356, ATC-40, ASCE 41-17, ASCE 7 Y NEC-15, y luego realizar las siguientes actividades:

· Determinar la población analizada=

· Analizar los métodos constructivos de las estructuras metálicas

· Identificar las edificaciones a ser analizad= as mediante programas de cálculo

· Aplicar macro modelado mediante elementos finitos con y sin mampostería

· Determinar la incidencia de las mamposterías= en la estructura

· Establecer sugerencias sobre el uso correcto= de mamposterías aisladas o confinada

Determinar la población analizada

Mediante la utilización de métodos determinísticos se analizó tres estructuras de 4,5 metros de altura a las cuales se le realizaron configuraciones estructurales para determinar el ef= ecto de las mamposterías, mediante un registro fotográfico y procesamiento analí= tico se procedió a modelar según las dimensiones referenciadas en los planos de = las estructuras, con la ayudad de software de cálculo y aplicando los parámetros establecidos en la normativa vigente tales como ASCE 7, ASCE 41, ATC-40 y FEMA-356 y NEC – 2015, se pudo determinar las deformaciones, derivas y fuer= zas resistentes de las estructuras con mamposterías planteadas, es decir aislad= as y confinadas.

Materiales utilizados

Para el análisis de la estructura se cons= ideró tanto el acero como el hormigón, los cuales están representados en la tabla= 1.

Tabla = 1

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Materia= les empleados en la modelación y análisis

Mate= rial

Deno= minación /Características

Ace= ro de miembros estructurales=

(co= lumnas vigas / placa colaborante)

A57= 2 Gr / A37

Horm= igón (loseta)

280 kg/cm˛

Fuente: = Lagos (2022)

Análisis de los métodos constructivos de las estructu= ras metálicas

Las plantas arquitectónicas de las 3 estructuras consideradas en el estudio de 4, 7 y 6 pisos, de las cuales se detallará la primera edificación seleccionada corresponde a uno de 4 bloques de una estructura esencial de Ambato, como se muestra en las figuras 1, 2, 3 y 4.

Figura = 1 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Nv.-3,3= 2 de Estructura I =

Fuente: Lagos (2022)=

Figura = 2 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Nv.+0,1= 8 de Estructura I

Fuente: Lagos (2022)

Figura 3 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Nv.+4,6= 8 de Estructura I

Fuente: Lagos (2022)=

Figura = 4 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Nv.+9,1= 8 de Estructura I

Fuente: Lagos (2022)=

Asignación de secciones

Se asignaron secciones para columnas, vig= as, losas y/o muros en función de los elementos existentes en cada edificación = para los tres modelos con configuraciones diferentes en planta, elevación e incl= uso importancia según la NEC, como se observa en la tabla 2.

Tabla = 2 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Element= o de la estructura analizados (Lagos, 2022)

Mues= tra

Elem= entos

Secc= ión

Est= ructura I

Col= umnas

Vig= as

Vig= uetas

HE320B

IPE500 /IPE360/ IPE300

IPE200

Estr= uctura II

Columnas

Vigas

Viguetas

600X600X20

IPE450

IPE200

Tabla 2

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Element= o de la estructura analizados (Lagos, 2022) (continuación)=

Mues= tra

Elem= entos

Secc= ión

Est= ructura III

Col= umnas

Vig= as

Vig= uetas

550= X550X18

IPE= 300

IPE= 200

Fuente: Lagos (2022)=

Cargas consideradas en el análisis

Para la asignación de cargas de la estructura, se considera la norma NEC de la sección 4.2.1 del capítulo de Cargas no sísmicas para la carga viva según el uso de la estructura, así co= mo el peso de las paredes y acabados para las cargas muertas de acuerdo con la distribución arquitectónica.

Para el análisis estático inicialmente se ingresan los valores de la carga sísmica en las direcciones X y Y con el va= lor de los coeficientes sísmicos calculados en función de la metodología expues= ta por la NEC (Ministerio de Desarrollo Urbano y Vivienda, 2022), para la obtención del período fundamental descrito en la sección 3.3 del capítulo de Peligro Sísmico.

Espectro sísmico de estructuras

Para el espectro sísmico se ha considerad= o la ubicación de las edificaciones, características del suelo y configuración d= e la geometría de las estructuras conforme la metodología propuesta por la norma= NEC- SE- DS (Ministerio de Desarrollo Urbano y Vivienda, 2022). Que en la tabla = 6 se especifica para edificaciones esenciales, estructuras de ocupación especial= y otras estructuras.

Factores

El factor de Reducción de Resistencia Sís= mica (R) se tomó de 1 como para readecuación de estructuras para análisis no lineales sin asumir una ductilidad en el proceso, según ASCE 41-17 [19].

El factor de la Zona Sísmica adoptada (Z)=

Según la zonificación sísmica del Ecuador= en la Sección 3.1.1 del NEC_SE_DS, NEC-15, se puede definir el factor de aceleración Z para la ciudad de Ambato en la zona sísmica V, con un valor de Z=3D0.4, para todas las estructuras para un sismo de 475 ańos de 10% de Probabilidad de excedencia en 50 ańos.

La probabilidad anual de excedencia 0.000= 04, No-colapso (nivel de prevención de colapso) ante un terremoto de 2500 ańos = de período de retorno (probabilidad anual de excedencia 0.00004) para un sismo muy raro con 2% de probabilidad, según la NEC-SE-DS 4.3.2.

Para estructuras de edificación, el valor= de T puede determinarse de manera aproximada mediante la expresión:

T =3D Ct/ hnα <= span style=3D'mso-fareast-font-family:"Times New Roman";mso-fareast-theme-font:m= inor-fareast'>(1)

Donde

·&nb= sp; Ct y hn Factores dados según el tipo de estructura

·&nb= sp; Ct 0.073 Estructuras de Acero con Arriostramiento,

·&nb= sp; 0.072 Estructuras de Acero sin Arriostramien= to,

·&nb= sp; 0.049 Pórt. Especial H°A° con Muros Estructu= rales

·&nb= sp; 0.047 Pórt. Especial H°A° sin Muros Estructurales

·&nb= sp; α 0.75 Estructuras de Acero con Arriostramiento,

·&nb= sp; 0.80 Estructuras de Acero sin Arriostramient= o,

·&nb= sp; 0.75 Pórt. Especial H°A° con Muros Estructurales,

·&nb= sp; 0.9 Pórt. Especial H°A° sin Muros Estructura= les

· hn Altura máx. de la edificación de n pisos, medida desde la base

Tipo de suelo

La zonificación del tipo de suelo de la ciudad de Ambato se muestra en la figura 5.

Figura 5

Clasificación del suelo de la ciudad de Ambato desde el punto de vista sísmico=

Fuente: Aguiar (2018)

Para el tipo de suelo D, los factores de amplificación de suelo Fa, Fd y Fs conforme NEC_SE_DS. Son:

Fa=3D 1,20

Fd=3D 1,19

Fs=3D 1,28

El factor r en función de la ubicación geográfica de la estructura, asociado al tipo de suelo D, para el análisis = se utilizó un r =3D 1

Factor η: Factor de la amplificación espectral en roca. Para las provincias de la Sierra, en nuestro caso para la ciudad de Ambato se utilizó un η=3D 2.48.

Los coeficientes de configuración en plan= ta y elevación; con irregularidad geométrica en planta o elevación, dichos facto= res toman el valor de 0,9

Resultados y Discusión

Con los parámetros calculados y de acuerdo con las normas NEC_SE_DS, se calcula= ron los espectros de respuesta en aceleración, los mismos que se representan en= las figuras 7, 8, y 9.

Espectros para las 3 estructuras (figuras 6, 7 y 8):

Figura = 6 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Espectr= os NEC para Sismo muy raro, Tr=3D 2500 ańos – Estructura I <= /o:p>

Fuente= : Ministe= rio de Desarrollo Urbano y Vivienda (2022)

Figura = 7 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Espectr= os NEC para Sismo Raro Tr=3D 475 ańos– Estructura II

Fuente= : Ministe= rio de Desarrollo Urbano y Vivienda (2022)

Figura 8

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Espectr= os NEC para Sismo Raro Tr=3D 475 ańos– Estructura III

Fuente= : Ministe= rio de Desarrollo Urbano y Vivienda (2022)

Espectros de Diseńo Específicos para Ambato

Aguiar (2018), en sus estudios identificó= que tres fallas geológicas atraviesan la ciudad, y son la de Huachi (M=3D6.3), = Ambato (M=3D6.5) y Totora (M=3D6.5) las mismas que pueden generar sismo impulsivos= , que son de corta duración pero sumamente destructivos, motivo por el cual se recomienda se debe realizar muy bien el diseńo sísmico de las estructuras y para ello se requiere conocer el Espectro de Diseńo (DBE), con el cual se diseńaran los elementos estructurales y el Espectro Máximo Considerado (MCE= ), que sirve para encontrar desplazamientos y derivas de piso (Aguiar, 2018).<= /p>

Análisis sin acción de mampostería confinada

Punto de desempeńo

Una vez obtenida la curva se procede a si= tuar el punto de desempeńo. Previo a esto, debe estar cargada la función del espectro con el que se pretende realizar el análisis, el cálculo del punto = de desempeńo se realiza con el método propuesto por el FEMA 440 (método mejora= do del ATC-40 y FEMA 356) como se muestra en la figura 9.

Figura = 9 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Punto de desempeńo demanda/capacidad Pushover X para sismo Raro Tr=3D475 ańos - Estr= uctura I sin acción de mampostería Confinada

Fuente: Lagos (2022)

Y se o= btiene las coordenadas Sa,Sd (0,8g 16,43 cm) para este caso, lo cual indica que se cumple el nivel de desempeńo, ya que el punto se encuentra al inicio de la = zona inelástica (Lagos, 2022), como se observa en la figura 10.

Figura 10

Punto de desempeńo demanda/capacidad Pushover X para s= ismo Muy Raro Tr=3D2475 ańos- Estructura I sin acción de mampostería Confinada

Fuente: Lagos (2022)

Y se obtiene las coordenadas Sa,Sd (0,82g 24,76 cm) para este caso, lo cual indica que se cu= mple el nivel de desempeńo, ya que el punto se encuentra al inicio de la zona inelástica, (Lagos, 2022), como se observa en la figura 11.

Derivas de piso

En la figura 11 se puede observar las Derivas máximas Pushover X de Estructura= I sin acción de mampostería.

Figura 10

Derivas máximas Pushover X Estructu= ra I sin acción de mampostería

Fuente: Lagos (2022)

Los resulta= dos conseguidos en la realización de los ensayos de tracción, compresión y dure= za se los comparará mediante gráficas y estadísticamente entre las distintas fracciones volumétricas tanto de la matriz como de la del refuerzo.

Se muestra = los datos promedios de las propiedades mecánicas adquiridas en el ensayo a tracción. Los resultados obtenidos en la investigación se tabulan obteniendo los valores promedios de las propiedades mecánicas calculadas, como es la fuerza máxima, esfuerzo máximo de tracción, módulo de elasticidad y el porcentaje de elongación.

Análisis con acción de mampostería confinada

Punto de desempeńo

El punto de desempeńo demanda/capacidad Pushover X para sismo Raro - Estructur= a I con acción de mampostería Confinada se puede observar en la figura 12.=

Figura = 11

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Punto de desempeńo demanda/capacidad Pushover X para sismo= Raro - Estructura I con acción de mampostería Confinada

Fuente: Lagos (2022)

El punto de desempeńo demanda/capacidad Pushover X para sismo Muy Raro - Estructura I con acción de mampostería Confinada se puede observar en la fi= gura 13.

Figura 12

Punto de desempeńo demanda/capacidad Pushover X para sismo Muy Raro - Estructura I con acción de mampostería Confinada

Fuente: Lagos (2022)

En resumen, se realiza un cuadro comparat= ivo del comportamiento de la Estructura II y Estructura III (tabla 3, 4, 5, 6, 7 y 8) cuyas variacio= nes son similares en períodos y derivas.

Tabla = 3 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Compara= ción de Períodos de la Estructura II

Análisis	Sin considerar efectos de mampostería (seg)<= span style=3D'font-size:10.0pt'>	Considerando efectos de mampostería	Variación por mampostería	% de variación
Mod= al 1	1,0= 69	0,9= 19	Dis= minución	14,= 03 %
Moda= l 2	0,693	0,666	Disminución	3,90 %
Mod= al 3	0,6= 26	0,5= 87	Dis= minución	6,2= 3 %

Fuente: Lagos (2022)=

Tabla = 4 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Compara= ción de Derivas Máx. en Sentido X de Análisis de la Estructura II

Análisis &n= bsp;	Sin considerar efectos de mampostería	Considerando efectos de mampostería	Variación por mampostería &n= bsp;	% de variación &n= bsp;
Espect= ral X	0,98%<= o:p>	0,92%<= o:p>	Dismin= ución	6,07 %=
Espectr= al Y	2,29%=	1,94%=	Disminución<= /span>	15,50 %
Pushov= er X	2,48%<= o:p>	2,19%<= o:p>	Dismin= ución	11,69 = %

Fuente: Lagos (2022)=

Tabla = 5 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Compara= ción de Curvas de Capacidad Pushover X de la Estructura II

Punto en sentido x de análisis

Sin considerar efectos de mampostería

Considerando efectos de mampostería

Variación por mampostería

% de variación

De des= empeńo en desplazamiento (cm)

18,38 =

18,79<= o:p>

Incremento

2,23 %=

De dese= mpeńo en g

1,037=

1,019=

Disminución<= /span>

1,74 %

De Flu= encia en desplazamiento (cm)

13,5

14,256= 6

Increm= ento

5,60 %=

De Flue= ncia en Cortante (Ton)

1382,605

1465,56

Incremento

6,00 % <= /p>

Límite= de estabilidad en desplazamiento (cm)

25,262=

26,201=

Increm= ento

3,72 %=

Límite = de estabilidad en Cortante (Ton)

2148,395

2183,028

Incremento

1,61 %

Nivel = de desempeńo para sismo de

Tr=3D475 ańos

Seguridad de vida

&= nbsp;

Seguri= dad de vida

&= nbsp;

&= nbsp;

&= nbsp;

Fuente: Lagos (2022)=

Tabla = 6 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Compara= ción de Períodos de la Estructura III

Análisis

Sin considerar efectos de mampostería (seg)<= span style=3D'font-size:10.0pt'>

Considerando efectos de mampostería

Variación por mampostería

% de variación

Modal 1

1 0,533

0,516

Disminución

3,19 %

Modal 2

2 0,491

0,483

Disminución

1,63 %

Modal 3

0,373

3 0,364

Disminución

2,41 %

Fuente: Lagos (2022)=

Tabla = 7 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Compara= ción de Derivas Máx. en Sentido X de Análisis de la Estructura III

Análisis

&n= bsp;

Sin considerar efectos de mampostería

Considerando efectos de mampostería

Variación por mampostería

&n= bsp;

% de variación

&n= bsp;

Espectral X

0,60 %

0,57 %

Disminución

3,70 %

Espectral Y

0,69 %

0,62 %

Disminución

10,11 %

Pushover X

3,07 %

2,39 %

Disminución

22,13 %

Fuente: Lagos (2022)=

Tabla = 8 <= /o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;mso-ansi-language:ES-EC'>Compara= ción de Curvas de Capacidad Pushover X de la Estructura III

Punto en sentido x de análisis

Sin considerar efectos de mampostería

Considerando efectos de mampostería=

Variación por mampostería

% de variación

De des= empeńo en desplazamiento (cm)

7,39 <= /o:p>

7,79

Incremento

5,41 %=

De dese= mpeńo en g

1,24

1,33

Incremento

7,26 %

De Flu= encia en desplazamiento (cm)

7,91

6,19

Disminución=

21,74 %

De Flue= ncia en Cortante (Ton)

965,64 <= /p>

822,99

Disminución

14,77 %<= /p>

Límite= de estabilidad en desplazamiento (cm)

9,98 <= /o:p>

9,43

Disminución=

5,51 %

Límite = de estabilidad en Cortante (Ton)

1195,87 =

1173,26<= /p>

Disminución

1,89%

Nivel de desempeńo para sismo de<= /p>
Tr=3D475 ańos

Operacional

Operacional

Operacional

&= nbsp;

Fuente: Lagos (2022)

         En los casos analizados se puede observar qu= e la mampostería genera una disminución significativa en el periodo ya que los períodos de vibración en edificaciones dependen tanto de su rigidez como de= su masa.

·         En mamposterías confinadas se observa una li= gera reducción de las derivas de piso para todos los casos analizados gracias al aumento de rigidez que brindan los paneles

·         Se puede observar que para la primera estruc= tura se cumple los criterios de desempeńo para la dirección X pero para ambos ca= sos no cumple éstos mismos criterios para la dirección Y en el caso de sismo raro = y muy raro.

·         Para estructuras esenciales tipo I, al no cumplirse con los criterios de desempeńo objetivo, se deben reforzar en los elementos estructurales.

·         Las tres estructuras en sentido X alcanzaron= el desempeńo objetivo, para los dos casos comparativos con el sismo raro con probabilidad de excedencia del 10% en 50 ańos y periodo de retorno de 475 a= ńos.

·         En la estructura esencial la presencia de paneles de relleno de mampostería no generaría un aporte positivo para el desempeńo en un sismo muy raro, ya que los desplazamientos en el rango no lineal se reducen notablemente, haciendo que la estructura se sitúe en el n= ivel de desempeńo del colapso, sin alcanzar el desempeńo objetivo para el sismo = con probabilidad de excedencia del 2% en 50 ańos y periodo de retorno de 2475 a= ńos.

·         En el caso de estructuras comunes en el rang= o no lineal la presencia de mampostería, dependiendo de la configuración pueden aumentar o aunque en pequeńa proporción los valores para resistir la demanda tanto en Desplazamiento como en Cortante.

·         Se pudo determinar que si existe un aporte d= e la mampostería lo que permite reducir costo de construcción. Ya que permite disminuir elementos estructurales para cubrir las demandas sísmicas.

·         En la segunda estructura sin considerar mamp= ostería confinada se obtienen derivas superiores al 2% en el análisis dinámico, los= que se resuelve ańadiendo simplemente paneles y no elementos estructurales.

=

Conflicto de intereses<= /o:p>

Los autores que no existe conflicto de intereses en relación con el artículo pr= esentado.

Referencias Bibliográficas

Aguiar Falconí, R. R. (2018). Microzonificación Sísmica de Ambato. Ecuado= r: Sección Nacional del Ecuador del Instituto Panamericano de Geografía e Historia. https://www.isbnecuador.com/catalogo.php?mode=3Ddetalle&nt= =3D64429

Carrillo León, W. (2004). Modelación del comportamiento inelástico de pórticos de concreto con mampostería no reforzada. https://scholar.google.es/scholar?hl=3Des&as_sdt=3D0%2C5&q=3Dcomp= ortamiento+inelastico+de+las+estructuras&oq=3D=

Carrillo, J., & González, G. (2007). Influencia de la mampostería no reforzada = en el comportamiento inelástico de pórticos de concreto, 74, 74(152), 217-227. http://www.scielo.org.co/scielo.php?script=3Dsci_arttext&pid=3DS0012-= 73532007000200020

Colunga, A. T. (2017). Diseńo sísmico simplificado de estructuras con muros de mampostería aisladas sísmicamente. Revista Internacional de 22(1), 1-3= 3. http://www.scielo.org.co/scielo.php?script=3Dsci_arttext&pid=3DS0012-= 73532007000200020

Domínguez, J., & López, K. (2021). Evaluación pos-sismo de las edificaciones de = la ciudad de manta luego del terremoto del 16A. Revista Internacional de Ingeniería de Estructuras, 26(4), 667–711. https://journal.espe.edu.e= c/ojs/index.php/riie/article/view/2636/2001

Lagos Saltos, P. (2022). Estudio comparativo de la incidencia de la mamposte= ría aislada y confinada en el comportamiento de edificios de estructura metál= ica de mediana altura (Tesis de Maestrías, Universidad Técnica de Ambato. Facultad de Ingeniería Civil. Ambato, Tungurahua, Ecuador: Repositori= o de la Universidad Técnica de Ambato. https://repositorio.uta.edu.ec/jspui/handle/123456789/36515

Ministerio de Desarrollo Urbano y Vivienda. (2022). Norma Ecuatoriana de la Construcción. https://www.habitatyvivienda.gob.ec/documentos-normativ= os-nec-norma-ecuatoriana-de-la-construccion/

Tapia Hernández, E., & García Carrera, J. (2019). Comportamiento de estruct= uras de acero durante los sismos de septiembre de 2017. Ingeniería sísmica, (101), 36-52. https://scholar.google.es/scholar?hl=3Des&as_sdt=3D= 0%2C5&q=3DTapia+Hern%C3%A1ndez%2C+E.%2C+%26+Garc%C3%ADa+Carrera%2C+J.+S= .+%282019%29.+Comportamiento+de+estructuras+de+acero+durante+los+sismos+de+= septiembre+de+2017.+Ingenier%C3%ADa+s%C3%ADsmica%2C+%28101%29%2C=

El artículo que se publica es de exclusiva responsabilidad de los autores y no necesariamente reflejan el pensamiento de la Revista Concienc= ia Digital.

El artículo queda en propiedad de la revista y, por tanto, su publicación parcial y/o total en otro medio tiene = que ser autorizado por el director de la Revista Conciencia Digital.

=

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Punto en sentido x de análisis	Sin considerar efectos de mampostería	Considerando efectos de mampostería	Variación por mampostería	% de variación
De des= empeńo en desplazamiento (cm)	18,38 =	18,79<= o:p>	Incremento	2,23 %=
De dese= mpeńo en g	1,037=	1,019=	Disminución<= /span>	1,74 %
De Flu= encia en desplazamiento (cm)	13,5	14,256= 6	Increm= ento	5,60 %=
De Flue= ncia en Cortante (Ton)	1382,605	1465,56	Incremento	6,00 % <= /p>
Límite= de estabilidad en desplazamiento (cm)	25,262=	26,201=	Increm= ento	3,72 %=
Límite = de estabilidad en Cortante (Ton)	2148,395	2183,028	Incremento	1,61 %
Nivel = de desempeńo para sismo de Tr=3D475 ańos	Seguridad de vida &= nbsp;	Seguri= dad de vida &= nbsp;	&= nbsp;	&= nbsp;

Punto en sentido x de análisis	Sin considerar efectos de mampostería	Considerando efectos de mampostería=	Variación por mampostería	% de variación
De des= empeńo en desplazamiento (cm)	7,39 <= /o:p>	7,79	Incremento	5,41 %=
De dese= mpeńo en g	1,24	1,33	Incremento	7,26 %
De Flu= encia en desplazamiento (cm)	7,91	6,19	Disminución=	21,74 %
De Flue= ncia en Cortante (Ton)	965,64 <= /p>	822,99	Disminución	14,77 %<= /p>
Límite= de estabilidad en desplazamiento (cm)	9,98 <= /o:p>	9,43	Disminución=	5,51 %
Límite = de estabilidad en Cortante (Ton)	1195,87 =	1173,26<= /p>	Disminución	1,89%
Nivel de desempeńo para sismo de<= /p> Tr=3D475 ańos	Operacional	Operacional	Operacional	&= nbsp;