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Evaluación de mod= elos hidráulicos unidimensionales y bidimensionales para la generación de mapas = de inundaciones en un río de montaña

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Evaluation of one-dimensional and two-dimensional hydraulic models for the generation of flood maps in a mountain river

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1=

María José Navas Muñoz                                     https://orcid.org/0000-0002-88= 18-9412 Universidad Católica de Cuenca, Facultad de Ingeniería, Cuenca, Ecuador, mnavas.13@est.ucue.edu.e= c

2=

Carlos Matovelle Bustos            =                               <= /span>       https= ://orcid.org/0000-0003-2267-0323

Universidad Católica de Cuenca, Facultad de Ingeniería. Cuenca, Ecuador. cmato= velle@ucacue.edu.ec <= /o:p>

 

3=

Alexandra Vélez Arcentales                                 https:= //orcid.org/0000-0002-8507-8557

Pontificia Universidad Católica de Chile, Escuela de Construcción Ci= vil. Santiago, Chile.

alexavelez@uc.cl

 

4=

Federico Córdova                                               =    https://orcid.org/0000-0001-8999-8249

Universidad Católica de Cuenca, Unidad académica de Ingeniería Industria y Construcción, Carrera de Ingeniería Civil. Cuenca, Ecuador.

ncordovag@ucacue.edu.e= c

 

 

 

 

Artículo de Investigación Científica y Tecnológica

Enviado: 24/12/2021

Revisado: 29/12/2021

Aceptado: 20/= 01/2022

Publicado:15/= 02/2022

DOI:  https://doi.org/10.33262/ap.v4i1.181    

 

 

 

 

Cítese:

 

 

Navas Muñoz, M. J., Matovelle Bustos, C., Vélez Arcentales , A., &= amp; Córdova, F. (2022). Evaluación de modelos hidráulicos unidimensionales y bidimensionales para la generación de mapas de inundaciones en un río de montaña. AlfaPublicaciones, 4(1), 163–182. https://doi.org/10.33262/ap= .v4i1.181

 

 

 

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Esta revista está protegida bajo una licencia Creative Commons Attribution Non Commercial No Derivatives 4.0 International. Copia de la licencia: http://creativecommons.org/licenses/by-nc-nd/= 4.0/

 

Pal= abras claves:

HEC-RAS, IBER; inundación, comparación, cauda= les.

 

Resumen <= o:p>

<= span style=3D'font-size:12.0pt;line-height:115%;font-family:"Times New Roman",= serif; color:black;mso-ansi-language:ES-EC'>Introducción: La modelación hidráulica de un río= es una herramienta valiosa para efectuar pronósticos de su comportamiento pa= ra eventos como lo son las inundaciones. La ciudad de Cuenca en Ecuador se encuentra atravesada por cuatro ríos. El río Tarqui es uno de ellos, sin embargo, este río es considerado vulnerable y con especial interés en la = zona del sector Guzho, puesto que presenta grandes inundaciones en época de lluvia. Este artículo presenta un análisis comparativo de la modelación hidráulica del río Tarqui, sector Guzho, efectuada por los modelos unidimensional HEC-RAS y bidimensional IBER. Objetivo: Evaluar cuá= l de los modelos constituye una mejor alternativa para la simulación es el objetivo que persigue está investigación. Metodología: El diseño d= e la investigación fue de tipo cuantitativo y la evaluación de los modelos se = basó en un análisis comparativo de los resultados de las elevaciones de nivel = de agua, velocidades y áreas de inundación. Resultados: Los resultados muestran que la delimitación de zonas de inundación es muy semejante en l= os dos softwares; el modelamiento en HEC-RAS es más rápido al momento de ingresar los datos; IBER muestra mejor calidad en las imágenes de flujo y= en la simulación de crecida del río. Conclusión: Se concluye que el <= /span>modelo bidimensional IBER representa una mejor alternativa para la modelación, puesto que sus niveles de agua y el área = de inundación es mayor respecto a HEC-RAS, resultados que se los considera confiables y que permitirían estar de lado de la seguridad en términos de gestión de inundaciones.

 

 

Key= words: HEC-RAS; IBER; flood; comparison, flow rates.<= /p>

 

Abstract

<= span lang=3DEN-US style=3D'font-size:12.0pt;line-height:115%;font-family:"Time= s New Roman",serif; color:black;mso-ansi-language:EN-US'>Introduction: The hydraulic modeling of a river = is a valuable tool for forecasting its behavior for events such as floods. The city of Cuenca in Ecuador is crossed by four rivers. The Tarqui river is = one of them, however, this river is considered vulnerable and with special interest in the Guzho sector area, since it presents large floods in the rainy season. This paper presents a comparative analysis of the hydraulic modeling of the Tarqui river, Guzho sector, carried out by the one-dimensional HEC-RAS and two-dimensional IBER models. Objective= : Evaluating which of the models constitutes a better alternative for simulation is the objective pursued by this research. Methodology: The research desi= gn was quantitative and the evaluation of the models was based on a comparat= ive analysis of the results of the elevations of the water level, velocities = and flood areas. Results: The results show that the delimitation of fl= ood zones is very similar in the two software; modeling in HEC-RAS is faster = when entering data; IBER shows better quality in the flow images and in the ri= ver flood simulation. Conclusion: It is concluded that the IBER two-dimensional mo= del represents a better alternative for modeling, since its water levels and = the flooding area are greater than HEC-RAS, results that are considered relia= ble and that would allow to be on the side of safety in terms of flood management= .

 

 

Introducción

Según Moya et al. (2016) las inundaciones son eventos que se pueden consid= erar como  los fenómenos naturales más c= omunes en el mundo. Tamiru & Dinka (2021) expresan que estos fenómenos se agravan cuando existen construcciones en las llanuras aluviales. Adicionalmente el crecimi= ento poblacional, los asentamientos humanos en espacios que carecen de estudios previos; todo esto en conjunto hace que los poblados estén expuestos a amen= azas de orden geológico e hidrometeorológico (Gonzáles et al., 2018). Estas son algunas de las razones por las cuales = las inundaciones deben ser analizadas y gestionadas con el fin de disminuir la vulnerabilidad de la población que se encuentra expuesta a este fenómeno. <= /span>Muñoz et al. (2018) menciona que se espera que durante los próximos a= ños estos eventos naturales se intensifiquen.

Una técnica de la gestión eficiente de las inundaciones es zonificar las áreas expuestas a inundaciones; esta se convierte en una herramienta primordial p= ara elaborar planes de prevención, mitigación y preparación ante desastres (Demoraes & D’ercole, 2001; Pinos & Timbe, 2019). Otra de las técnicas de gestión es el mapeo de inundaciones, este proporciona información valiosa asociada a los niveles d= el agua y extensión de las inundaciones (Pinos & Timbe, 2019).

Actualmente, existen programas que permiten modelar y pronosticar los diferentes caudale= s y niveles que puede llegar a tener un río, esto ayuda a tener un mejor entendimiento del comportamiento de un cauce en épocas de lluvia. Para simu= lar inundaciones en llanuras y en ciudades, los investigadores han utilizado modelos hidrodinámicos (Chatterjee et al., 2008), estos modelos pueden ser unidimensionales y bidi= mensionales.

En los modelos unidimensionales el río es considerado como una línea con una s= erie de secciones transversales que se interpolan entre sí. En tanto que los mod= elos bidimensionales trabajan en base a una malla que representa la topografía d= el lugar (Pinos & Timbe, 2019).

HEC-RAS es el software de modelación hidráulica unidimensional mayormente utilizado= (Moya et al., 2016); para el caso de modelación bidimensional, el software IBER se ha ido abriendo ampliamente campo dentro de la academia e investigación (Collazos, 2015).

Investigaciones basadas en estos softwares, a nivel internacional y local, han sido efectua= das. Se han realizado análisis y comparaciones entre los programas para diferent= es elementos hidráulicos como es el caso de puentes (Freitez & Martinez, 2017); pozas disipadoras (Espejo & Zabaleta, 2021); ríos de montaña (Chimborazo, 2019).

En las ciudades del Ecuador las inundaciones azotan periódicamente provocando pérdidas humanas, económicas y problemas de salud (Pinos et al., 2017). Una de estas ciudades es Cuenca, la misma que se encuentra atravesada por cuatro ríos: Yanuncay, Tomebamba, Machángara y Tar= qui, este último en épocas de lluvia aumenta su caudal superando la capacidad má= xima de transporte. Esta situación provoca que el agua del río se desborde a terrenos cercanos dejando pérdidas económicas, ambientales, sociales y daños psicológicos a la población afectada por este evento. Según informes de revistas locales y periódicos nacionales, históricamente el río Tarqui ha causado estragos en los terrenos aledaños y pérdidas económicas para la población circundante, se menciona: e<= span style=3D'color:black'>l 15 de marzo de 2017 “En Azuay, desbordamiento del r= ío Tarqui puso en aprietos a agricultores” (El Universo, 2017); = el 14 de mayo de 2017 “La tarde del domingo el río Tarqui, en el sur de Cuenca, se desbordó e inundó varios sectores del cantón” (Telégrafo, 2017); el 15 de mayo 2021 “Desbordamiento de ríos y evacuados en Cuenca por las lluvias”= (El Comercio, 2021).

En el año 2017, la Dirección Municipal de Gestión = de Riesgos de la ciudad de Cuenca realizó un estudio llamado “Elaboración y actualización del mapa de amenaza por fenómenos de inestabilidad de terreno= s e inundaciones en un área de 3.86 km2 que involucra parte del área= de las parroquias Turi, Yanuncay y Huayna Cápac”. Parte de esta investigación consistió en el análisis de la hidrología y el comportamiento hidráulico del río Tarqui, en el sector del Guzho, que abarca 0.159 km2 (15.9 h= a), y que constituye la zona más crítica del área mencionada. Este estudio determinó los caudales máximos instantáneos, para distintos períodos de ret= orno y elaboró un mapa de inundaciones, utilizando el programa HEC-RAS y HEC GEO-RAS. Este último programa permitió visualizar las manchas de inundación para caudales máximos de diferentes períodos de retorno mediante un mapa, a= sí mismo el estudio recomendó medidas de mitigación que podrían implementarse = en el área de estudio.

De acuerdo al conocimiento de los autores, no existe una investigación que eva= lúe el desempeño de modelos unidimensional y bidimensional en la simulación del comportamiento hidrodinámico para un río con las características del Tarqui= . Es así que, con el fin de contar con un modelo hidráulico actualizado, para la zona del río Tarqui, sector Guzho, con resultados confiables y precisos, el enfoque de esta investigación es realizar la simulación hidráulica en el programa bidimensional IBER y actualizar el estudio hidráulico-hidrológico HEC-RAS realizado en el año 2017 por la Dirección Municipal de Gestión de Riesgos de la ciudad de Cuenca, con el objetivo de comparar los resultados proporcionados por estos dos modelos y así determinar el aporte de los programas y cuál de los dos representa una mejor alternativa para la modelación.

Área de estudio

La zona de estudio abarca un área de 15.9 ha. Esta se localiza sobre el río Tarqui, exactamente en el sector del Guzho, con una longitud de río de aproximadamente 1.2 km. Se ubica al sur este de la ciuda= d de Cuenca, perteneciente a la provincia del Azuay, en el sur del Ecuador como = se muestra en la f

Figura 1Figura 1

Mapa de ubicación de la zona de estudio en el Ecuador

 

Fuente: Elaboración propia en el software ArcGIS

Softwares de modelación

Los programas HEC-RAS e IBER son utilizados para la modelación hidráulica de rí= os, canales, entre otros. Estos facilitan un mejor entendimiento del comportami= ento del cauce, utilizando modelos numéricos.

HEC-RAS: Es un programa de modelación unidimensional cuyas funciones, entre otras son: visualización de la simulación de ríos, también= de canales, determinación de niveles de agua y zonas inundables. Este es un software gratuito que fue desarrollado por el Cuerpo de Ingenieros Civiles = de la Armada de Estados Unidos (Freitez & Martinez, 2017).

IBER: Es un software gratuito desarrollado en colaboraci= ón por el Grupo de Ingeniería del Agua y del Medio Ambiente, GEAMA (Universida= d de A Coruña, UDC) y el Instituto FLUMEN (Universitat Politécnica de Catalunya, UPC, y Centro Internacional de Métodos Numéricos en Ingeniería, CIMNE) (Freitez & Martinez, 2017). Bladé et al. (2014) menciona que este programa combina un módulo hidrodinámico, un módulo de turbulencia y un módulo de transporte de sedimentos; y utiliza el método de volúmenes finitos. Este software de tipo bidimensional ayuda a la simulación de ríos delimitando las zonas de riesgos por inundación. Se considera una herramienta muy rentable para profesionales del medio ambiente y del agua, también es capaz de reproducir la hidrodinám= ica del flujo de un cauce de forma convincente, IBER resuelve ecuaciones bidimensionales de Saint Venant (Martínez et al., 2017).

Metodología

El proceso metodológico de esta investigación comprendió una revisión de la literatura sobre temas de simulación con el uso de modelos unidimensional y bidimensional. La recopilación de información y datos que se utilizaron como parámetros de entrada en los softwares de modelación. La modelación hidrául= ica a través de los softwares HEC-RAS e IBER. Y un análisis comparativo e interpretación de los resultados obtenidos tras la modelación.

Parámetros de entrada

Para efectos del modelado del tramo del río Tarqui, sector Guzho, tanto en el software HEC-RAS como IBER se requirió de manera inicial contar con parámetros de entrada. Por lo tanto, fue necesario previamente realizar un análisis hidrológico que permitió determinar los caudales máximos anuales y caudales máximos instantáneos; así como también = se definió la topografía del sector y se estableció los coeficientes de rugosi= dad.

Caudales máximos instantáneos para diferentes periodos de retorno:

Para la obtención de estos se realizó previamente = un estudio hidrológico, que asentó sus bases en la recopilación de caudales diarios registrados por una estación cercana a la zona de estudio. Con estos caudales se calcularon los caudales diarios máximos anuales, y luego se apl= icó la distribución de probabilidades de Gumbel (Gumbel, 1958). Ver ecuacio= nes (1)-(5).

                                                       =              (1)

Donde:

 =3D Probabilidad de excedencia de un val= or

 =3D Base de logaritmos naturales =3D 2.7= 183

 =3D Variable reducida<= /p>

la fórmula general está dada por:

                                                                                                       (2)

o bien:                                                        

                                                =                                                                              <= /span>    (3)

                                                =          <= span lang=3DES style=3D'font-size:11.0pt;line-height:115%;font-family:"Calibri",= sans-serif; mso-ascii-theme-font:minor-latin;mso-fareast-font-family:"Times New Roman"; mso-fareast-theme-font:minor-fareast;mso-hansi-theme-font:minor-latin; mso-bidi-font-family:"Times New Roman";mso-bidi-theme-font:minor-bidi; position:relative;top:5.5pt;mso-text-raise:-5.5pt;mso-ansi-language:ES; mso-fareast-language:ES;mso-bidi-language:AR-SA'>                                                            (4)

   =3D Prom= edio aritmético de la serie de datos

 =3D Desvi= ación estándar de la serie de datos

 =3D Factor de frecuencia

                                                =                                                                   (5)

&nbs= p;

Estudio Hidrológico

Permitió establecer los caudales diarios m= áximos anuales, y a partir de estos se calcularon los caudales máximos instantáneos. Los caudales para el estudio los facilitó la Empresa de Telecomunicaciones, Agua Potable, Alcantarillado y Saneamiento (ETAPA EP), empresa encargada de registrar los caudales mediante estaciones hidrométric= as. La estación más cercana al tramo de estudio es la Tarqui AJ Yanuncay que se encuentra a 2km. Esta estación proporcionó un registro de caudales de 23 añ= os consecutivos, desde el año de 1999 hasta el mes de junio del año 2021 (ETAPA EP, 2021). En la Tabla 1 se puede observar los resultados del análisis hidrológico.

Tabla 1

Datos = para la obtención de caudales máximos instantáneos

Descripción<= o:p>

Valor

Promedio de caudales máximos diarios anuales registrados

32.01

Desviación estándar

27.54

Por lo tanto, aplicando las ecuaciones (1)-(5) de = la distribución de probabilidades Gumbel, en la tTabla 2 se muestran los resultados de caudales máximos instantáneos (<= ![if !msEquation]> ) que se obtuvieron para 50 y 100 años de periodo de retorno.

Tabla 2

Caudales máximos instantáneos para periodos de retorno de 50 y 100 años

Período de retorno (años)

 =3D velocidad de flujo=

 =3D Radio hidráulico

 =3D Pendiente del cauce

 =3D Coeficiente de rugosidad<= /span>

Para esta investigación, se determinó emplear un coeficiente de rugosidad para el cauce y otro para las llanuras de inundación. Por lo tanto, los n de Manning utilizados en la modelación se  obt= uvieron de referencias bibliográficas como Chow (1994) y son : 0.035 para el cauce y 0.06 para llanuras = para el caso de los dos programas de modelación. Para el caso de IBER se realizó= un mapa de uso de suelo en el software ARC-GIS.

Topografía:

Esta investigación utilizó la topografía disponible del estudio realizado por la Dirección de Gestión de Riesgos del GAD Municipal del Cantón Cuenca, en el = año 2017; de la cual se determinó que el eje del cauce del río, en la zona de estudio, es de aproximadamente 1200 m de longitud, cuyas cotas inicial y fi= nal son respectivamente de: 2558.00 msnm y 2552.00 msnm. La pendiente del río se obtuvo entre la diferencia de la cota más alta y la más baja dividido para = la longitud horizontal entre estas cotas.

Modelación

En primera instancia se realizó la actualización de la modelación del software HEC-RAS, la misma que se describe a continuación.

Previo al uso del programa HEC-RAS se trabajó en el software ARC-GIS con la finalidad de obtener el modelo digital de elevación basado en la información topográfica existente. Posterior a esto,= y con la herramienta HEC-GEO RAS del ArcGIS se obtuvieron las secciones transversales que se exportaron al programa HEC-RAS. Se realizaron un total= de 39 secciones, cada 30 m a lo largo del río Tarqui, cuyas coordenadas de ini= cio y fin respectivamente son:  718287.= 64, 9676732.91 y 719165.03, 9676990.59.

Luego, ya en el HEC-RAS, y con la topografía incorporada en el programa se ingresó= los coeficientes de rugosidad (n de Manning) determinados; 0.06 para llanuras de inundación y 0.035 para el cauce del río. El régimen con el que se modeló corresponde a un régimen de flujo subcrítico. Posteriormente se incorporó l= os caudales de retorno de 50 y 100 años que fueron calculados de 103.4 mᶾ= ;/s y 118.4 mᶾ/s respectivamente. Finalmente se realizó la corrida del programa a la espera de resultados.

Por su parte, la modelación en el software bidimensional IBER, constituyó en los procesos explicados a continuación. Se incorporó la ortofoto y se exportó el modelo digital de terreno. Luego se introdujeron los datos de entrada y sal= ida que son: condiciones de contorno, como el hidrograma triangular que se real= izó para una hora de crecida. Posteriormente, se colocó el mapa de rugosidad; e= ste mapa está basado en un mapa de uso de suelo; para su elaboración se tomó en cuenta las tres rugosidades determinadas n=3D0.035 para el cauce del río, n= =3D0.06 para la vegetación y n=3D 0.018 para las vías de hormigón. Más adelante, la simulación hidráulica permitió asignar un tiempo de cálculo teniendo la opc= ión de “guardar” cada 45 segundos, para esta modelación se asignó un tiempo de = 3735 segundos. Finalmente, se realizó la corrida del programa.=

Resultados

Los resultados de esta investigación están principalmente orientados a conocer, tras la modelación en los softwares HEC-RAS e IBER, los valores de: elevaci= ón de agua, velocidades, manchas de inundación y con estos realizar el análisis comparativo del modelamiento del río Tarqui, sector Guzho. El análisis permitirá determinar que software es el más eficiente para la modelación.

Elevaciones

En la

 se observa las cotas de agua generadas por los softwares de modelación para un periodo de retorno de 50 años. Como se mencionó en el apartado de “Modelación”, el cauce del río fue dividido en 39 secciones transversales espaciadas cada 30 m, siendo la secc= ión 39 (abscisa: 0+060.00) la correspondiente al tramo final de estudio y la sección 1 (abscisa: 0+1200.00) el tramo inicial de estudio. En la sección 39 existe la mayor diferencia entre las cotas con un valor de 0.45 m, mientras que, a lo largo del cauce las diferencias de los niveles de agua son simila= res alcanzando un valor promedio de 0.15 m.

 

 

Figura 2

Cotas de agua para un periodo de retorno de 50 años

Por su parte, la Figura 3 muestra las curvas de elevaciones de agua proporcionadas por los dos softwares para un periodo de retorno de 100 años. La diferencia máxima entre cotas de agua se produce igualmente en la sección 39 (abscisa: 0+060.00) y = su valor es de 0.49 m; a lo largo del cauce las alturas de agua son también similares con valor promedio de 0.09 m.

Figura 3

Cotas de agua para un periodo de retorno de 100 añ= os

    

Velocidades<= /o:p>

Las velocidades máximas generadas por los softwares de modelación para un perio= do de retorno de 50 años son:  3.81 m/= s y 3.70 m/s para los programas HEC-RAS e IBER respectivamente (Ver Tabla 3).

Tabla 3

Velocidades para un periodo de retorno de 50 años

Velocidad (m/s)

HEC-RAS

IBER

Máxima

3.81

3.70

Media

2.26

1.97

Mínima

0.91

1.08

Para un periodo de retorno de 100 años, las velocidades obtenidas se muestran en la Tabla 4. Un valor de 4.55 m/s es la velocidad máxima dada por el programa I= BER en la sección correspondiente a la abscisa 0+390.00, frente a una velocidad máxima de 4.46 m/s generada por el software HEC-RAS en el mismo punto.=

Tabla 4

Velocidades para un periodo de retorno de 100 años

Velocidad (m/s)

HEC-RAS

IBER

Máxima

4.46

4.55

Media

2.02

2.13

Mínima

0.68

1.17

En relación al comportamiento de las velocidades de agua en los dos periodos de retorno, a través de la información entregada p= or la Tabla 3 y Tabla 4, se deduce que para los 50 años de retorno existe una diferencia en= tre velocidades máximas de 0.11 m/s, siendo mayor la velocidad generada por HEC-RAS. Por su parte, para los 100 años, hay una diferencia de velocidades máximas de 0.09 m/s, siendo en este caso la velocidad generada por IBER.

Áreas de Inundación

Considerando que uno de los objetivos y resultados de esta investigación es obtener las manchas de inundación, este apartado presenta de forma gráfica las manchas = de agua en la zona de estudio para los diferentes periodos de retorno plantead= os. De esta manera, la Tabla 5 muestra un resumen de los valores de las áreas de inundación obteni= dos tras la modelación. <= /span>

Tabla <= /span>5

Resumen de áreas de inundación para periodos de retorno de 50 y 100 años=

= Tipo de software

= Área de inundación (ha)

= 50 años

= 100 años

= HEC-RAS

= 9,52

= 10,90

= IBER

= 11,73

= 12,35

La mancha de inundación obtenida del software HEC-= RAS tiene un área total de 9,52 ha para un periodo de retorno de 50 años; por su parte la del software IBER presenta un área total de 11,73 ha (Ver <= !--[if supportFields]> REF _Ref91864545 \h  \* MERGEFORMAT

 

 

Figura 4).

 

 

 

Figura 4

Área de inundación. Periodo de retorno de 50 años. Izquierda: HEC-RAS, Derecha: = IBER

Nota: Ortofoto proporcionada por la Dirección de Gestión de Riesgos del Municipio de Cuenc= a.

La

 

 

 

 

 

 

 

Figura 512,35 ha= .

 

 

 

 

 

 

 

 

Figura 5

 Área de inundación. Periodo de retorno de 100 años. HEC-RAS

 

Nota: <= span style=3D'font-size:12.0pt;line-height:115%;color:windowtext;font-weight:nor= mal'>Ortofoto proporcionada por la Dirección de Gestión de Riesgos del Municipio de Cuenc= a.

En relación a la diferencia resultante entre las á= reas correspondientes a los periodos de retorno de 50 años y 100 años, existe una variación de aproximadamente de 1.45 ha en HEC-RAS y 0.62 ha en IBER. El ra= ngo de variación en IBER es mucho menor en relación con HEC-RAS, este hecho confirma que al ser una modelación bidimensional se puede tener un mayor alcance en los resultados, minimizando variaciones y acercándose a resultad= os más precisos

Discusión

La obtención de mapas de inundación es una herramienta valiosa para la gestión= de inundaciones y la toma de decisiones en relación a medidas de prevención y mitigación ante la posible ocurrencia de estos eventos. Lo mencionado es ratificado por estudios de inundaciones en áreas de llanura; Borzi et al. (2020), describe la importancia de la obtención de mapas= de riesgos por inundación, puesto que estos permiten disminuir la vulnerabilid= ad de las personas afectadas por este evento y a tener una mejor planificación= de ordenamiento territorial. Así mismo, otra investigación realizada por Hutanu et al. (2020), concluye que el desarrollo de escenarios de inundación es importante para obras de mitigación contra inundaciones. De a= quí la necesidad de contar con mapas de inundación actualizados del río Tarqui, sector Guzho, considerada su zona más vulnerable.

Según Bladé (2005) en su tesis doctoral, un modelo unidimensional se puede utilizar cuando la dirección del cauce es predominante, mientras cuan= do el cauce tiene curvas, cauces compuestos, confluencia de ríos se puede recu= rrir a una aproximación bidimensional. El tramo de estudio del río Tarqui, fue s= imulado por los dos modelos, el unidimensional y el bidimensional, dando los result= ados más confiables el modelo bidimensional IBER, lo que concuerda con la declaración anterior, pues el Tarqui en este tramo comprende un cauce irreg= ular por las curvas pronunciadas que este presenta.

La visualización de flujo del tramo de estudio en = el software IBER es mejor que el programa HEC-RAS, ya que este simula desde la entrada hasta la salida del agua en dos direcciones pedagógicamente es conveniente; esto lo confirma un estudio llamado “The use of Iber as learning tool for two-dimensional channel flow analysis” realizado por = Huber et al. (2021), donde muestran el beneficio de utilizar IBER  y es la visualización clara de fenómeno= s de flujo con cambios de direcciones.

En relación al comportamiento de las curvas de cot= as de agua en los dos periodos de retorno, a través de la

 

Figura 2 y la Figura 3, se observa que las curvas tienen un comportamiento bastante simila= r. Además, se puede apreciar que en mayor parte del cauce la resultante de la modelación en IBER presenta cotas de agua ligeramente superiores respecto a HEC-RAS tanto para los 50 como los 100 años de periodo de retorno. Es así q= ue para los niveles de agua alcanzados por HEC-RAS, para 50 años de periodo de retorno, en el punto más alto y más bajo de la zona de estudio son de: 2559= .75 msnm y 2554.13 msnm; en tanto que, para IBER son de: 2559.95 msnm y 2554.58 msnm. Por su parte, en el caso de los 100 años de periodo de retorno, la co= ta más alta y más baja en HEC-RAS está dada por: 2559.83 msnm y 2554.31 msnm; = en tanto que, para IBER son de: 2560.04 msnm y 2554.80 msnm. El análisis de es= tas alturas permite concluir que la diferencia de cotas para los diferentes periodos de retorno no es altamente significativa, es decir, valores de 0.2= 0 m y 0.45 para los 50 años de retorno; en tanto que para los 100 años se tiene= 0.21 m y 0.49 m (inicio y fin del área de estudio). Estos resultados son esperad= os y consecuentes, puesto que la diferencia de los caudales de modelación para l= os 50 y 100 años de periodo de retorno es de apenas 15 m3/s (103.4 = m3/s y 118.4 m3/s). La similitud existente en los niveles de agua ent= re los dos programas se corrobora con lo expuesto por Pinos & Timbe (2019) en su estudio llamado “Performance assessment = of two-dimensional hydraulic models for generation of flood inundation maps in mountain river basins” efectuado en el río Santa Bárbara, cantón Gualac= eo, provincia del Azuay. En esta investigación los autores evaluaron el desempe= ño de cuatro modelos hidráulicos bidimensionales (HEC-RAS 2D, IBER 2D, FLOOD Modeller 2D y PCSWMM 2D), modelos cuyos resultados fueron comparados con lo= s resultados de HEC-RAS unidimensional, concluyendo que IBER 2D tiene el mejor desempeño= en la simulación del nivel de agua para inundaciones en los períodos de retorn= o de 20 y 50 años.

Por otro lado, en relación a las manchas de inundación la comparación entre sí,= de las manchas presentadas tanto en la

 

 

Figura 4 como en la

 

 

 

 

 

 

 

Figura 5 lleva a concluir que existe una considerable similitud en las manch= as generadas por los softwares para cada uno de los periodos de retorno analizados. Esto es coincidente con lo referido por Freitez & Martinez (2017) en su investigación “Análisis comparativo entre l= os modelos HEC-RAS e IBER en la evaluación hidráulica de puentes”, donde los autores observaron que el comportamiento de ambas modelaciones presentó similitud en las manchas de inundación.

Si bien las manchas de inundación son similares, l= os resultados muestran que las áreas de inundación generadas por el software I= BER son mayores a las proporcionadas por HEC-RAS, tanto para los 50 como 100 añ= os de periodo de retorno. La diferencia entre las áreas de inundación es del 1= 8.8% para los 50 años, en tanto que para los 100 años es del 11.7%.  La razón de la diferencia radica en que= al final del cauce, IBER, genera una mayor área de inundación. Esto se debe generalmente a que el modelo en este programa realiza la simulación en dos direcciones es decir bidimensional y tiene un comportamiento más real. Que = el modelo IBER presente mayor área de inundación es confirmado por un estudio realizado también en un río de montaña el cual se denomina “            Evaluación hidrológica e hidrá= ulica del río Tomebamba tramo Balzay – Monay mediante modelación matemática del f= lujo en uni y bidimensional” (Chimborazo, 2019). Esta investigación utiliza los softwares HEC-RAS= e IBER, para realizar modelos hidráulicos unidimensionales y bidimensionales = con diferentes períodos de inundación 25, 50 y 100 años, concluyendo que el mod= elo IBER tiene más área de inundación con respecto a HEC-RAS.=

Finalmente, en relación al tiempo de simulación, en esta investigación el tiempo de simulación de los dos softwares es similar,= sin embargo, HEC-RAS realiza la corrida en un menor tiempo. Esto es acorde a lo presentado en una investigación desarrollada en Perú, la cual efectúo la comparación entre HEC-RAS e IBER en el modelamiento hidráulico de una poza disipadora inclinada; los resultados muestran que el tiempo de simulación d= el programa HEC-RAS es menor que el del programa IBER (Espejo & Zabaleta, 2021).

Conclusiones<= /o:p>

·&nb= sp;        En este estudio se ha realizado una evaluación de la modelación hidráulica del río Tarqui, sector Guzho, para e= llo se ha empleado el programa unidimensional HEC-RAS y bidimensional IBER. La evaluación se basó en un análisis comparativo de las resultantes de niveles= de agua, velocidades y áreas de inundación.

·&nb= sp;        En términos de niveles de superficie de agua, el comportamiento de los perfiles en ambas modelaciones presentó gran similitu= d e IBER muestra valores superiores a HEC-RAS para los eventos de inundación de= 50 y 100 años. Se observa el mismo patrón para las áreas de inundación. Para el caso de las velocidades y el periodo de retorno de 100 años IBER presenta velocidades superiores.

·&nb= sp;        Acorde al análisis comparativo se puede concluir q= ue el modelo bidimensional IBER representa una mejor alternativa para la modelación, puesto que sus niveles de agua y el área de inundación es mayor respecto a HEC-RAS, resultados que se los considera confiables y que permitirían estar de lado de la seguridad en términos de gestión de inundaciones y en el diseño y la construcción de posibles obras de prevenci= ón y mitigación. Además, el software IBER muestra la simulación del cauce para diferentes tiempos, desde el tiempo de inicio de la inundación hasta el tér= mino de esta, lo que ayudaría a una mejor toma de decisiones. =

·&nb= sp;        Por otro lado, en relación a la actualización del modelo HEC-RAS realizado en el año 2017, esta investigación determinó un ár= ea mayor de inundación. Esto es producto de que los caudales de modelación para los períodos de retorno de 50 años se vieron incrementados en 31.00 m3= /s. Este incremento se debe al evento que se produjo el mes de mayo de 2021, en= el que se registraron los caudales máximos horarios.   

·&nb= sp;        Considerando la actualización del modelo HEC-RAS a= la presente fecha y los resultados obtenidos tras la modelación en IBER, este estudio recomienda actualizar la información que reposa en la base de datos= de las instituciones encargadas del manejo de estos datos, con el objetivo de tener registros actuales para una mejor toma de decisiones.

·&nb= sp;        Finalmente, con respecto a los programas se conclu= ye que las imágenes generadas en IBER, son mejores que las de HEC-RAS, ya que = IBER trabaja en diferentes direcciones. Los resultados generados en el software HEC-RAS como altura de agua, velocidades se pueden desplegar directamente e= n el programa y por lo tanto visualizar mediante hojas. Los tiempos de simulación para esta investigación son similares. Además, los dos softwares son de lib= re acceso es decir no tienen costo (dominio público), lo que es ventajoso para= los investigadores, académicos, profesionales, instituciones, pues permite el rápido acceso a elaborar estudios de modelación hidráulica. 

 

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