FIThydrowiki - User contributions [en]

River2D

2020-04-13T13:53:47Z

António:

=Quick summary=
[[file:river2d_layout.jpg|thumb|250px|Figure 1: River 2D layout images: (a) R2D_Bed; (b) R2D_Mesh; and (c) River2D (source:adapted from Steffler and Blackburn (2002)).]]
[[file:river2d_depth.jpg|thumb|250px|Figure 2: Water depth (m) output from River 2D. Ocreza River, Portugal (source:adapted from Boavida et al. (2018)).]]
[[file:river2d_velocity.jpg|thumb|250px|Figure 3: Water velocity (m/s) output from River 2D. Ocreza River, Portugal (source:adapted from Boavida et al. (2018)).]]
[[file:river2d_wua.jpg|thumb|250px|Figure 4: Weighted Usable Area (WUA) (m2) for the European Eel. Ocreza River, Portugal (source:adapted from Boavida et al. (2020)).]]
[[file:river2d_wua_discharge.png|thumb|250px|Figure 5: Weighted Usable AreaWUA (m2) and discharge in the Ocreza River for Iberian barbel (adult and juvenile), European eel (adult and juvenile) and Gudgeon (source:adapted from Boavida et al. (2010)).]]

Developed by: Freshwater Institute in Winnipeg, Civil and Environmental Department of the University of Alberta in Edmonton, Midcontinent Ecological Science Center of the U.S. Geological Survey in Ft. Collins, and Fisheries Division of the Alberta Government in Cochrane.

Date: 2002

Type: [[:Category:Tools|Tool]]

=Introduction=
The River 2D is a two dimensional depth-averaged finite element hydrodynamic model that has been customized for fish habitat evaluation studies (Steffler, 2000). The River2D model simulates hydraulic conditions in natural rivers from topographic data input, and uses the habitat suitability curves containing known biological preference data, to calculate the potential habitat for specific species life-history stages by obtaining the Weighted Usable Area (WUA).

The model suite consists of four programs: R2D_Bed, R2D_Ice, R2D_Mesh and River2D (Figure 1). R2D_Bed was designed for editing bed topography data while R2D_Ice is intended for developing ice topographies to be used in the modelling of ice-covered domains. The R2D_Mesh program is used for the development of computational meshes that will ultimately be input for River2D. The latter is then used to solve for the water depths and velocities using the 2D shallow water equations throughout the discretized domain. The habitat model to calculate the WUA is incorporated in the River2D program.

=Application=
The River2D computes the water depths and velocities for any point in the river reach. The final goal is to calculate the WUA for a given fish species and life-stages by using Habitat Suitability Curves.

As input data, the model requires channel bed topography, roughness and transverse eddy viscosity distributions, boundary conditions, and initial flow conditions. Boundary conditions usually take the form of a specified total discharge at inflow sections and fixed water surface elevations at outflow sections. Locating flow boundaries some distance away from areas of interest is important to reduce the effect of boundary conditions uncertainties. The 2D finite element model works with a triangular irregular mesh.

Topography forms the template of the modelling mesh which is draped over the boundary surface and which forms the basis for the numerical solution to the governing flow equations. The challenge of building a mesh is to distribute the nodes in such a way that the most accurate solution is obtained for a particular purpose. Closely spaced nodes in areas of high interest, gradual changes in node spacing, and regularity of elements are important considerations.

Outputs from the model are two (horizontal) velocity components and a depth at each point or node (Figure 2 and Figure 3). Velocity distributions in the vertical are assumed to be uniform and pressure distributions are assumed to be hydrostatic.

The fish habitat component of River2D is based on the Weighted Usable Area (WUA) (Bovee et al., 1998) concept used in the PHABSIM family of fish habitat models. The WUA is calculated as an aggregate of the product of a Composite Suitability Index (CSI, range 0.0 - 1.0) evaluated at every node in the domain and the "tributary area" associated with that node in the finite element mesh. The Suitability Index (SI) for each parameter is evaluated by linear interpolation from an appropriate Habitat Suitability Curves (HSC) to be supplied separately. Velocities and depths are taken directly from the hydrodynamic component of the model. The channel index values may depend on channel substrate or cover for different fish species and life stages. These values are interpolated from a separate channel index file to the computational nodes. The interpolation may be linear (continuous) or nearest neighbour (discrete). At the last stage, the River 2D computes the WUA (Figure 4) as the product, harmonic mean, or minimum value.

For habitat studies, the assumption is that the habitat is optimal when it reaches a maximum value of WUA (Figure 5).

The River 2D has been widely used to access the environmental flows (Rivaes et al., 2017), to study fish movements due to hydropeaking (Boavida et al., 2017; Yarnell et al., 2012), to calculate the suitability of spawning grounds (Gard, 2009), and for river restoration studies (Boavida et al., 2010; García de Jalón and Gortázar, 2007; Lacey and Millar, 2004).

=Relevant mitigation measures and test cases=
{{Suitable measures for River2D}}

=Other information=
River 2D is a freeware available on the internet: http://www.river2d.ualberta.ca/

=Relevant literature=

*Boavida, I., Santos, J.M., Cortes, R., Pinheiro, A.N., Ferreira, M.T., 2010. Assessment of instream structures for habitat improvement for two critically endangered fish species. Aquat. Ecol. 45, 113–124.

*Boavida, I., Harby, A., Clarke, K.D., Heggenes, J., 2017. Move or stay: habitat use and movements by Atlantic salmon parr (Salmo salar) during induced rapid flow variations. Hydrobiologia 785, 261–275.

*Boavida I, Rivaes R, Santos JM. 2018. Transferability of environmental flows: a case-study in a Mediterranean river. In: Book of Abstracts - XIX Conference of the Iberian Association of Limnology. 24-29 June. Coimbra, Portugal.

*Boavida I, Caetano L, Pinheiro AN. 2020. E-flows to reduce the hydropeaking impacts on the Iberian barbel (Luciobarbus bocagei) habitat. An effectiveness assessment based on the COSH Tool application. Sci Total Environ 699:134209.

*Bovee, K.D., Lamb, B.L., Bartholow, J.M., Stalnaker, C.B., Taylor, J., Henriksen, J., Tatlor, J., Henriksen, J., 1998. Stream Habitat Analysis using the Instream Flow Incremental Methodology. U.S. Goelogical Surv. Biol. Resour. Div. Inf. Technol. Rep.

*García de Jalón, D., Gortázar, J., 2007. Evaluation of instream habitat enhancement options using fish habitat simulations: case-studies in the river Pas (Spain). Aquat. Ecol. 41, 461–474.

*Gard, M., 2009. Comparison of spawning habitat predictions of PHABSIM and River2D models. Int. J. River Basin Manag. 7, 55–71.

*Lacey, R.W.J., Millar, R.G., 2004. Reach scale hydraulic assessment of instream salmonid habitat restoration. J. Am. Water Resour. Assoc. 4, 1631–1644.

*Rivaes, R., Boavida, I., Santos, J.M., Pinheiro, A.N., Ferreira, T., 2017. Importance of considering riparian vegetation requirements for the long-term efficiency of environmental flows in aquatic microhabitats. Hydrol. Earth Syst. Sci. 21.

*Steffler, P., 2000. Software River2D. Two Dimensional Depth Averaged Finite Element Hydrodynamic Model. University of Alberta, Canada.

*Yarnell, S.M., Lind, A.J., Mount, J.F., 2012. Dynamic Flow Modelling of Riverine Amphibian Habitat with Application to Regulated Flow Management. River Res. Appl. 177–191.

=Contact information=
http://www.river2d.ualberta.ca/

[[Category:Tools]]

File:River2d wua discharge.png

2020-04-13T13:52:24Z

António:

{{Information
|author=
|source=Boavida IB, Pinheiro AN, Cortes R. 2010. Do ecological flows benefit exotic species? 6th International Symposium on Environmental Hydraulics. 23-25 June. Athens, Greece
|description=Weighted Usable Area (WUA) and discharge in the Ocreza River for Iberian barbel (adult and juvenile), European eel (adult and juvenile) and Gudgeon
}}

File:River2d wua.jpg

2020-04-13T13:51:35Z

António:

{{Information
|author=
|source=Boavida I, Caetano L, Pinheiro AN. 2020. E-flows to reduce the hydropeaking impacts on the Iberian barbel (Luciobarbus bocagei) habitat. An effectiveness assessment based on the COSH Tool application. Sci Total Environ 699:134209.
|description=Weighted Usable Area (WUA) for the European Eel. Ocreza River, Portugal
}}

File:River2d velocity.jpg

2020-04-13T13:50:32Z

António:

{{Information
|author=
|source=Boavida I, Rivaes R, Santos JM. 2018. Transferability of environmental flows: a case-study in a Mediterranean river. In: Book of Abstracts - XIX Conference of the Iberian Association of Limnology. 24-29 June. Coimbra, Portugal.
|description=Water velocity (m/s) output from River 2D. Ocreza River, Portugal
}}

File:River2d depth.jpg

2020-04-13T13:49:59Z

António:

{{Information
|author=
|source=Boavida I, Rivaes R, Santos JM. 2018. Transferability of environmental flows: a case-study in a Mediterranean river. In: Book of Abstracts - XIX Conference of the Iberian Association of Limnology. 24-29 June. Coimbra, Portugal.
|description=Water depth (m) output from River 2D. Ocreza River, Portugal
}}

File:River2d layout.jpg

2020-04-13T13:48:58Z

António:

{{Information
|author=
|source=Steffler P, Blackburn J. 2002. River2D. Two-Dimensional Depth Averaged Model of River Hydrodynamics and Fish Habitat. Introduction to Depth Averaged Modeling and User's Manual. University of Alberta
|description=Dynamic Flow Modelling of Riverine Amphibian Habitat with Application to Regulated Flow Management
}}

River2D

2020-04-13T13:47:45Z

António:

=Quick summary=
[[file:river2d_layout.jpg|thumb|250px|Figure 1: River 2D layout images: (a) R2D_Bed; (b) R2D_Mesh; and (c) River2D (source:adapted from Steffler and Blackburn (2002).]]
[[file:river2d_depth.jpg|thumb|250px|Figure 2: Water depth (m) output from River 2D. Ocreza River, Portugal (source:adapted from Boavida et al. (2018).]]
[[file:river2d_velocity.jpg|thumb|250px|Figure 3: Water velocity (m/s) output from River 2D. Ocreza River, Portugal (source:adapted from Boavida et al. (2018).]]
[[file:river2d_wua.jpg|thumb|250px|Figure 4: Weighted Usable Area (WUA) (m2) for the European Eel. Ocreza River, Portugal (source:adapted from Boavida et al. (2020).]]
[[file:river2d_wua_discharge.png|thumb|250px|Figure 5: Weighted Usable AreaWUA (m2) and discharge in the Ocreza River for Iberian barbel (adult and juvenile), European eel (adult and juvenile) and Gudgeon (source:adapted from Boavida et al. (2010).]]

Developed by: Freshwater Institute in Winnipeg, Civil and Environmental Department of the University of Alberta in Edmonton, Midcontinent Ecological Science Center of the U.S. Geological Survey in Ft. Collins, and Fisheries Division of the Alberta Government in Cochrane.

Date: 2002

Type: [[:Category:Tools|Tool]]

=Introduction=
The River 2D is a two dimensional depth-averaged finite element hydrodynamic model that has been customized for fish habitat evaluation studies (Steffler, 2000). The River2D model simulates hydraulic conditions in natural rivers from topographic data input, and uses the habitat suitability curves containing known biological preference data, to calculate the potential habitat for specific species life-history stages by obtaining the Weighted Usable Area (WUA).

The model suite consists of four programs: R2D_Bed, R2D_Ice, R2D_Mesh and River2D (Figure 1). R2D_Bed was designed for editing bed topography data while R2D_Ice is intended for developing ice topographies to be used in the modelling of ice-covered domains. The R2D_Mesh program is used for the development of computational meshes that will ultimately be input for River2D. The latter is then used to solve for the water depths and velocities using the 2D shallow water equations throughout the discretized domain. The habitat model to calculate the WUA is incorporated in the River2D program.

=Application=
The River2D computes the water depths and velocities for any point in the river reach. The final goal is to calculate the WUA for a given fish species and life-stages by using Habitat Suitability Curves.

As input data, the model requires channel bed topography, roughness and transverse eddy viscosity distributions, boundary conditions, and initial flow conditions. Boundary conditions usually take the form of a specified total discharge at inflow sections and fixed water surface elevations at outflow sections. Locating flow boundaries some distance away from areas of interest is important to reduce the effect of boundary conditions uncertainties. The 2D finite element model works with a triangular irregular mesh.

Topography forms the template of the modelling mesh which is draped over the boundary surface and which forms the basis for the numerical solution to the governing flow equations. The challenge of building a mesh is to distribute the nodes in such a way that the most accurate solution is obtained for a particular purpose. Closely spaced nodes in areas of high interest, gradual changes in node spacing, and regularity of elements are important considerations.

Outputs from the model are two (horizontal) velocity components and a depth at each point or node (Figure 2 and Figure 3). Velocity distributions in the vertical are assumed to be uniform and pressure distributions are assumed to be hydrostatic.

The fish habitat component of River2D is based on the Weighted Usable Area (WUA) (Bovee et al., 1998) concept used in the PHABSIM family of fish habitat models. The WUA is calculated as an aggregate of the product of a Composite Suitability Index (CSI, range 0.0 - 1.0) evaluated at every node in the domain and the "tributary area" associated with that node in the finite element mesh. The Suitability Index (SI) for each parameter is evaluated by linear interpolation from an appropriate Habitat Suitability Curves (HSC) to be supplied separately. Velocities and depths are taken directly from the hydrodynamic component of the model. The channel index values may depend on channel substrate or cover for different fish species and life stages. These values are interpolated from a separate channel index file to the computational nodes. The interpolation may be linear (continuous) or nearest neighbour (discrete). At the last stage, the River 2D computes the WUA (Figure 4) as the product, harmonic mean, or minimum value.

For habitat studies, the assumption is that the habitat is optimal when it reaches a maximum value of WUA (Figure 5).

The River 2D has been widely used to access the environmental flows (Rivaes et al., 2017), to study fish movements due to hydropeaking (Boavida et al., 2017; Yarnell et al., 2012), to calculate the suitability of spawning grounds (Gard, 2009), and for river restoration studies (Boavida et al., 2010; García de Jalón and Gortázar, 2007; Lacey and Millar, 2004).

=Relevant mitigation measures and test cases=
{{Suitable measures for River2D}}

=Other information=
River 2D is a freeware available on the internet: http://www.river2d.ualberta.ca/

=Relevant literature=

*Boavida, I., Santos, J.M., Cortes, R., Pinheiro, A.N., Ferreira, M.T., 2010. Assessment of instream structures for habitat improvement for two critically endangered fish species. Aquat. Ecol. 45, 113–124.

*Boavida, I., Harby, A., Clarke, K.D., Heggenes, J., 2017. Move or stay: habitat use and movements by Atlantic salmon parr (Salmo salar) during induced rapid flow variations. Hydrobiologia 785, 261–275.

*Boavida I, Rivaes R, Santos JM. 2018. Transferability of environmental flows: a case-study in a Mediterranean river. In: Book of Abstracts - XIX Conference of the Iberian Association of Limnology. 24-29 June. Coimbra, Portugal.

*Boavida I, Caetano L, Pinheiro AN. 2020. E-flows to reduce the hydropeaking impacts on the Iberian barbel (Luciobarbus bocagei) habitat. An effectiveness assessment based on the COSH Tool application. Sci Total Environ 699:134209.

*Bovee, K.D., Lamb, B.L., Bartholow, J.M., Stalnaker, C.B., Taylor, J., Henriksen, J., Tatlor, J., Henriksen, J., 1998. Stream Habitat Analysis using the Instream Flow Incremental Methodology. U.S. Goelogical Surv. Biol. Resour. Div. Inf. Technol. Rep.

*García de Jalón, D., Gortázar, J., 2007. Evaluation of instream habitat enhancement options using fish habitat simulations: case-studies in the river Pas (Spain). Aquat. Ecol. 41, 461–474.

*Gard, M., 2009. Comparison of spawning habitat predictions of PHABSIM and River2D models. Int. J. River Basin Manag. 7, 55–71.

*Lacey, R.W.J., Millar, R.G., 2004. Reach scale hydraulic assessment of instream salmonid habitat restoration. J. Am. Water Resour. Assoc. 4, 1631–1644.

*Rivaes, R., Boavida, I., Santos, J.M., Pinheiro, A.N., Ferreira, T., 2017. Importance of considering riparian vegetation requirements for the long-term efficiency of environmental flows in aquatic microhabitats. Hydrol. Earth Syst. Sci. 21.

*Steffler, P., 2000. Software River2D. Two Dimensional Depth Averaged Finite Element Hydrodynamic Model. University of Alberta, Canada.

*Yarnell, S.M., Lind, A.J., Mount, J.F., 2012. Dynamic Flow Modelling of Riverine Amphibian Habitat with Application to Regulated Flow Management. River Res. Appl. 177–191.

=Contact information=
http://www.river2d.ualberta.ca/

[[Category:Tools]]

River2D

2020-04-13T13:46:35Z

António:

River2D

2020-04-13T13:45:17Z

António:

=Quick summary=
[[file:river2d_layout.jpg|thumb|250px|Figure 1: River 2D layout images: (a) R2D_Bed; (b) R2D_Mesh; and (c) River2D (source:adapted from Steffler and Blackburn (2002)).]]
[[file:river2d_depth.jpg|thumb|250px|Figure 2: Water depth (m) output from River 2D. Ocreza River, Portugal (source:adapted from Boavida et al. (2018)).]]
[[file:river2d_velocity.jpg|thumb|250px|Figure 3: Water velocity (m/s) output from River 2D. Ocreza River, Portugal (source:adapted from Boavida et al. (2018)).]]
[[file:river2d_wua.jpg|thumb|250px|Figure 4: Weighted Usable Area (WUA) (m2) for the European Eel. Ocreza River, Portugal (source:adapted from Boavida et al. (2020)).]]
[[file:river2d_wua_discharge.png|thumb|250px|Figure 5: Weighted Usable AreaWUA (m2) and discharge in the Ocreza River for Iberian barbel (adult and juvenile), European eel (adult and juvenile) and Gudgeon (source:adapted from Boavida et al. (2010)).]]

Developed by: Freshwater Institute in Winnipeg, Civil and Environmental Department of the University of Alberta in Edmonton, Midcontinent Ecological Science Center of the U.S. Geological Survey in Ft. Collins, and Fisheries Division of the Alberta Government in Cochrane.

Date: 2002

Type: [[:Category:Tools|Tool]]

=Introduction=
The River 2D is a two dimensional depth-averaged finite element hydrodynamic model that has been customized for fish habitat evaluation studies (Steffler, 2000). The River2D model simulates hydraulic conditions in natural rivers from topographic data input, and uses the habitat suitability curves containing known biological preference data, to calculate the potential habitat for specific species life-history stages by obtaining the Weighted Usable Area (WUA).

The model suite consists of four programs: R2D_Bed, R2D_Ice, R2D_Mesh and River2D (Figure 1). R2D_Bed was designed for editing bed topography data while R2D_Ice is intended for developing ice topographies to be used in the modelling of ice-covered domains. The R2D_Mesh program is used for the development of computational meshes that will ultimately be input for River2D. The latter is then used to solve for the water depths and velocities using the 2D shallow water equations throughout the discretized domain. The habitat model to calculate the WUA is incorporated in the River2D program.

=Application=
The River2D computes the water depths and velocities for any point in the river reach. The final goal is to calculate the WUA for a given fish species and life-stages by using Habitat Suitability Curves.

As input data, the model requires channel bed topography, roughness and transverse eddy viscosity distributions, boundary conditions, and initial flow conditions. Boundary conditions usually take the form of a specified total discharge at inflow sections and fixed water surface elevations at outflow sections. Locating flow boundaries some distance away from areas of interest is important to reduce the effect of boundary conditions uncertainties. The 2D finite element model works with a triangular irregular mesh.

Topography forms the template of the modelling mesh which is draped over the boundary surface and which forms the basis for the numerical solution to the governing flow equations. The challenge of building a mesh is to distribute the nodes in such a way that the most accurate solution is obtained for a particular purpose. Closely spaced nodes in areas of high interest, gradual changes in node spacing, and regularity of elements are important considerations.

Outputs from the model are two (horizontal) velocity components and a depth at each point or node (Figure 2 and Figure 3). Velocity distributions in the vertical are assumed to be uniform and pressure distributions are assumed to be hydrostatic.

The fish habitat component of River2D is based on the Weighted Usable Area (WUA) (Bovee et al., 1998) concept used in the PHABSIM family of fish habitat models. The WUA is calculated as an aggregate of the product of a Composite Suitability Index (CSI, range 0.0 - 1.0) evaluated at every node in the domain and the "tributary area" associated with that node in the finite element mesh. The Suitability Index (SI) for each parameter is evaluated by linear interpolation from an appropriate Habitat Suitability Curves (HSC) to be supplied separately. Velocities and depths are taken directly from the hydrodynamic component of the model. The channel index values may depend on channel substrate or cover for different fish species and life stages. These values are interpolated from a separate channel index file to the computational nodes. The interpolation may be linear (continuous) or nearest neighbour (discrete). At the last stage, the River 2D computes the WUA (Figure 4) as the product, harmonic mean, or minimum value.

For habitat studies, the assumption is that the habitat is optimal when it reaches a maximum value of WUA (Figure 5).

The River 2D has been widely used to access the environmental flows (Rivaes et al., 2017), to study fish movements due to hydropeaking (Boavida et al., 2017; Yarnell et al., 2012), to calculate the suitability of spawning grounds (Gard, 2009), and for river restoration studies (Boavida et al., 2010; García de Jalón and Gortázar, 2007; Lacey and Millar, 2004).

=Relevant mitigation measures and test cases=
{{Suitable measures for River2D}}

=Other information=
River 2D is a freeware available on the internet: http://www.river2d.ualberta.ca/

=Relevant literature=

*Boavida, I., Santos, J.M., Cortes, R., Pinheiro, A.N., Ferreira, M.T., 2010. Assessment of instream structures for habitat improvement for two critically endangered fish species. Aquat. Ecol. 45, 113–124.

*Boavida, I., Harby, A., Clarke, K.D., Heggenes, J., 2017. Move or stay: habitat use and movements by Atlantic salmon parr (Salmo salar) during induced rapid flow variations. Hydrobiologia 785, 261–275.

*Boavida I, Rivaes R, Santos JM. 2018. Transferability of environmental flows: a case-study in a Mediterranean river. In: Book of Abstracts - XIX Conference of the Iberian Association of Limnology. 24-29 June. Coimbra, Portugal.

*Boavida I, Caetano L, Pinheiro AN. 2020. E-flows to reduce the hydropeaking impacts on the Iberian barbel (Luciobarbus bocagei) habitat. An effectiveness assessment based on the COSH Tool application. Sci Total Environ 699:134209.

*Bovee, K.D., Lamb, B.L., Bartholow, J.M., Stalnaker, C.B., Taylor, J., Henriksen, J., Tatlor, J., Henriksen, J., 1998. Stream Habitat Analysis using the Instream Flow Incremental Methodology. U.S. Goelogical Surv. Biol. Resour. Div. Inf. Technol. Rep.

*García de Jalón, D., Gortázar, J., 2007. Evaluation of instream habitat enhancement options using fish habitat simulations: case-studies in the river Pas (Spain). Aquat. Ecol. 41, 461–474.

*Gard, M., 2009. Comparison of spawning habitat predictions of PHABSIM and River2D models. Int. J. River Basin Manag. 7, 55–71.

*Lacey, R.W.J., Millar, R.G., 2004. Reach scale hydraulic assessment of instream salmonid habitat restoration. J. Am. Water Resour. Assoc. 4, 1631–1644.

*Rivaes, R., Boavida, I., Santos, J.M., Pinheiro, A.N., Ferreira, T., 2017. Importance of considering riparian vegetation requirements for the long-term efficiency of environmental flows in aquatic microhabitats. Hydrol. Earth Syst. Sci. 21.

*Steffler, P., 2000. Software River2D. Two Dimensional Depth Averaged Finite Element Hydrodynamic Model. University of Alberta, Canada.

*Yarnell, S.M., Lind, A.J., Mount, J.F., 2012. DYNAMIC FLOW MODELLING OF RIVERINE AMPHIBIAN HABITAT WITH APPLICATION TO REGULATED FLOW MANAGEMENT. River Res. Appl. 177–191.

=Contact information=
http://www.river2d.ualberta.ca/

[[Category:Tools]]

Guma and Vadocondes test cases

2020-04-12T15:55:07Z

António: /* About the hydropower plants */

[[Category:Test cases]]
{{Fact box for Guma and Vadocondes}}
{{Relevant SMTDs for Guma and Vadocondes}}

=Introduction=
The Test Cases of Guma and Vadocondes are situated on the Duero river, which is located in the northwestern part of Spain. The source of the Duero river is in the Castilla y León region, which it crosses from East to West to then enter Portugal where it finishes its way into the Atlantic ocean. The total length of the river is about 900 km and the catchment area is 98,400 km2. The presence of hydropower plants (HPPs) in the Duero river is quite common, with 140 small hydropower plants (below 5 MW) and 23 large HPP situated on the Duero river.

The hydrology of the Duero river on this zone is characterized by low flows in summer (regulated flow for irrigation mostly derived through channels) and medium-high flows during winter and early spring, associated with rainy season and snow episodes.
Upstream migration period for native cyprinids is from April to June, with mean monthly flow in the Guma-Vadocondes case of study reach, approximately between 15 and 30 m3/s.

=About the hydropower plants=
Boths, Guma and Vadocondes, are run-of river hydropower plants with an installed capacity of 2.25 MW (Guma) and 1 MW (Vadocondes), respectively. Each has 2 Kaplan turbines installed. The mean annual discharge is 17.6 m3/s, varying between 6 and 48.9 m3/s, respectively the minimum and the maximum mean annual discharges.

===Layout===
The Case Study site and relevant water body of the Duero reaches from 28 km upstream of the Guma HPP to 16 km downstream of the Vadocondes HPP. The two HPPs are placed in Guma and Vadocondes villages (Duero River, Burgos province, Central-North of Spain). The distance between both HPPs is about 3.9 km –the Guma dam is close to the end of the Vadocondes reservoir– and they are operated coordinately by the same company (SAVASA). Vadocondes reservoir has a length of about 2 km and Guma reservoir is 3 km long, with a maximum depth in Guma of about 8 m and in Vadocondes of 2.5 m. Guma is euipped with a pool and weir fishway and Vadocondes with a vertical slot fishway.

===The Operator: SAVASA===
SAVASA (Salto de Vadocondes S.A.) is a small hydropower company which operates the HPPs of Guma and Vadocondes. It has always shown interest for fish conservation, being a regional pioneer in implementing devices for river connectivity and in improving the knowledge about fish behaviour (e.g. building a flume for fish swimming research in its installations).

===Pressures on the water body's ecosystem===
Several dams with different purposes upstream and downstream of the two HPPs pose a problem for the continuity of the water body and thereby for fish migration. The native fish species are in decline and several alien species are appearing and/or increasing in number. The flow is highly regulated for irrigation and hydropower uses and there are a lot of artificial lentic habitats due to the presence of dams, which have an effect on the hydrologic regime. There are heavy agricultural uses in the area, with a significant use of agrotoxins, which leak into the water. Several dams block the sediment transport, with no law, so far, to enforce an improvement of the situation.

=Test case topics=
===Fish population===
The river is dominated by small and medium size reophilic native cyprinids like Iberian barbel (Luciobarbus bocagei), northern straight-mouth nase (Pseudochondrostoma duriense), Northern Iberian chub (Squalius carolitertii) and Pyrenean gudgeon (Gobio lozanoi). All of them are suffering a decrease in their populations (specially nase, wich is an endemic species) and allien species are increasing their presence (mainly Alburnus alburnus).

===Upstream migration===
The main facilities for upstream migration are the fishways built on each dam (all native species are potamodromous). At Guma, it is a pool and weir fishway, with submerged notch with bottom orifice. It has a slope of 8.77 % and covers a trial height of 8.85 m. Vadocondes has a vertical slot fish pass with a trial height of 3.75 m. Both have supplementary attraction flow into the fishway entrance.

===E-flow===
Due to the hydropower plant type (over the dam and run-of-river type), there is no legal requirement for ecological flow. Nonetheless, fishways always must have enough flow for operating and therefore the downstream by-pass of the river always maintains a minimum flow of 0.25-0.50 m3/s.

=Research objectives and tasks=
This hydropower plant type (run of river) is quite common on the main Spanish river basins. The work at the Test Case sites aims at improving the knowledge on the impacts this type of HPP has on fish migration and location of ascent paths. Different flow configurations through the turbines and fishway-attraction flow will be tested to maximize the relationship between fish upstream movement and hydropower production. Also, fish passage through turbines and their survival using different turbine configurations will be an important result about HPP management and impact.

===Research tasks===
The research tasks and field studies conducted at Guma and Vadocondes are:

* Population and habitat analysis
* Analysis of the conceptual solutions and facilities for fish migration
* Assessment and improvement of fish mortality in the turbines
* Spawning areas and hydro-morphology to attain self-sustainable populations
* Migration facilities and attraction flow
* Hydraulic modelling of attraction flow

=Results=
'''Note: This text needs editing.''' [[file:broken]]

Results show that the river reach affected by the HPP is mainly inhabit for ''Luciobarbus bocagei'' and ''Gobio lozanoi''. ''Pseudochondrostoma duriense'' was abundant a few years ago but has been suffering an important decline (own data and personal communications of river policy, fishermen and inhabitants) in these last years. Current fish assemblage is mainly characterized by the presence of exotic and alien species, probably due to the dominance of lentic sections. ''Alburnus alburnus'' has shown great abundance.

The optimal potential spawning areas for native cyprinids was very small (<2% of the total river section area), clearly influenced by the flood storage area of both HPP reservoirs. Also, the bed of the six potential spawning areas showed some problems of silting.

The fishways installed in Guma and Vadocondes dams were located for the 56 % of tagged barbels in Guma and the XX% in Vadocondes, with an ascent success higher than 53 % in both devices. Fish movement are very related to water temperature and peak flows. Almost the XX% of fish used Guma fishways for downstream migration.

=Gallery=
<gallery mode=packed>
3_Top-view-of-Guma-hydropower-the-reservoir-and-the-fishway.jpg|Top view of Guma hydropower plant, the reservoir, and the fishway.
2_Top-view-of-Guma-fishway.jpg|Top view of the Guma fishway.
5_Bottom-part-of-Vadocondes-fishway.jpg|Bottom part of the Vadocondes fishway.
1_Guma-dam-in-spring.jpg|Guma dam spillway in spring.
4_Vadocondes-fishway.jpg|The bottom part of the Vadocondes vertical slot fishway
11_Upstream-part-of-fishway-in-Guma-dam.jpg|The pool and weir fishway at Guma
</gallery>

Bragado test case

2020-04-12T15:41:58Z

António: /* Gallery */

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Weir.
bragado_river-Avelames-downstream-the-powerhouse.jpg|Avelames River downstream of powerhouse tailrace.
bragado_powerhouse-and-penstock.jpg|Penstock and powerhouse.
bragado_canal.jpg| Diversion canal.
Bragado Layout2.png| Bragado HPP scheme.
Bragado Layout1.png|Layout of Bragado HPP.
</gallery>

Bragado test case

2020-04-12T15:41:32Z

António: /* Gallery */

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Weir .
bragado_river-Avelames-downstream-the-powerhouse.jpg|Avelames River downstream of powerhouse tailrace .
bragado_powerhouse-and-penstock.jpg|Penstock and powerhouse .
bragado_canal.jpg| Diversion canal .
Bragado Layout2.png| Bragado HPP scheme .
Bragado Layout1.png|Layout of Bragado HPP .
</gallery>

File:Bragado canal.jpg

2020-04-12T15:40:18Z

António:

{{Information
|author=António Pinheiro
|source=https://www.fithydro.eu/bragado
|description=Canal at the Bragado HPP.
}}

File:Bragado powerhouse-and-penstock.jpg

2020-04-12T15:39:38Z

António:

{{Information
|author=António Pinheiro
|source=https://www.fithydro.eu/bragado
|description=Bragado powerhouse and penstock.
}}

File:Bragado river-Avelames-downstream-the-powerhouse.jpg

2020-04-12T15:38:59Z

António:

{{Information
|author=António Pinheiro
|source=https://www.fithydro.eu/bragado
|description=Avelames river downstream the Bragado HPP outlet.
}}

File:Bragado weir.jpg

2020-04-12T15:38:31Z

António:

{{Information
|author=António Pinheiro
|source=https://www.fithydro.eu/bragado
|description=Weir at the reservoir for the the Bragado HPP.
}}

Bragado test case

2020-04-12T15:36:19Z

António: /* Gallery */

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Weir (source: A. Pinheiro).
bragado_river-Avelames-downstream-the-powerhouse.jpg|Avelames River downstream of powerhouse tailrace (source: A. Pinheiro).
bragado_powerhouse-and-penstock.jpg|Penstock and powerhouse (source: A. Pinheiro).
bragado_canal.jpg| Diversion canal (source: A. Pinheiro).
Bragado Layout2.png| Bragado HPP scheme (source: HIDROERG).
Bragado Layout1.png|Layout of Bragado HPP (source: HIDROERG).
</gallery>

Bragado test case

2020-04-12T15:35:11Z

António: /* Gallery */

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Bragado weir (source: A. Pinheiro).
bragado_river-Avelames-downstream-the-powerhouse.jpg|River Avelames downstream of powerhouse tailrace (source: A. Pinheiro).
bragado_powerhouse-and-penstock.jpg|Bragado penstock and powerhouse (source: A. Pinheiro).
bragado_canal.jpg| Bragado diversion canal (source: A. Pinheiro).
Bragado Layout2.png| Bragado HPP scheme (source: HIDROERG).
Bragado Layout1.png|Layout of Bragado HPP (source: HIDROERG).
</gallery>

Bragado test case

2020-04-12T15:34:02Z

António: /* Gallery */

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Bragado HPP weir (source: A. Pinheiro).
bragado_river-Avelames-downstream-the-powerhouse.jpg|River Avelames downstream of powerhouse tailrace (source: A. Pinheiro).
bragado_powerhouse-and-penstock.jpg|Bragado HPP penstock and powerhouse (source: A. Pinheiro).
bragado_canal.jpg| Bragado HPP diversion canal (source: A. Pinheiro).
Bragado Layout2.png| Bragado HPP scheme (source: HIDROERG).
Bragado Layout1.png|Layout of Bragado HPP (source: HIDROERG).
</gallery>

Bragado test case

2020-04-12T15:31:24Z

António: /* Gallery */

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Bragado HPP weir (source: A. Pinheiro).
bragado_river-Avelames-downstream-the-powerhouse.jpg|River Avelames downstream of powerhouse tailrace (source: A. Pinheiro).
bragado_powerhouse-and-penstock.jpg|Bragado HPP penstock and powerhouse (source: A. Pinheiro).
bragado_canal.jpg| Bragado HPP diversion canal (source: A. Pinheiro).
Bragado Layout1.png|Layout of Bragado HPP and the surrounding area (source: HIDROERG).
Bragado Layout2.png|Scheme of Bragado HPP (source: HIDROERG).
</gallery>

Bragado test case

2020-04-12T15:23:35Z

António:

[[Category:Test cases]]
{{Fact box for Bragado}}
{{Relevant SMTDs for Bragado}}

=Introduction=
The Bragado Hydropower plant (HPP) is located in the North of Portugal, on the Avelames river, which is a tributary of the Tâmega river (Douro river basin).

The Avelames river is characterized by a strong seasonal variation in flow, with the highest discharge peaks occurring during the wet semester (October-March). Inter-annual variation in precipitation and, consequently, in runoff, is also large, as it is typical of a river with a Mediterranean flow regime. Mean long term annual discharge at Bragado weir amounts to 1.4 m3/s. The catchment area of the Avelames river at the section of Bragado weir is 78.8 km2. There are no other HPPs in the same river.

The water body at the HPP Bragado is classified as a natural water body with Good Ecological Status.

=About the hydropower plant=
Bragado is a run-of-river HPP with partial daily flow regulation. It has an installed capacity of 3.1 MW and a mean annual electricity production of 9.0 GWh. The small reservoir created by the weir has a useful storage capacity of 25000 m3 (total capacity of 34000 m3), located between the full reservoir level, FRL=495.10 m, and minimum drawdown level, MDDL=492.80 m. The weir was designed for the 100-year peak flood discharge of 230 m3/s.

The powerhouse of Bragado was designed for a maximum turbined discharge (or design discharge) of 2.2 m3/s and a net head of 155.2 m and it is equipped with one Francis turbine with horizontal shaft.
The water permit of Bragado was issued in 1996, the construction of the scheme started in August 1997 and the first connection to the national electricity grid took place in December 1998.

===Layout===
The Bragado HPP is placed in a rural zone that is dominated by shrub and forested areas. The small parish of Bragado (544 inhabitants in 2011) is the nearest village (approx. 700 m from the weir).

The Bragado HPP includes a small weir equipped with a submerged water intake. The weir creates a reservoir with a useful capacity and an area at the FRL of 25000 m3 and 5600 m2, respectively. Downstream of the water intake is the conveyance system which includes an open canal (2490 m long), a fore bay, a penstock (f=900 mm and 290 m long) and a powerhouse (installed capacity of 3.1 MW). The bypassed reach of the Avelames River, comprehended between the weir and the tailrace of Bragado, is 3.7 km long.

The minimum instream flow/ecological flow release by the weir is of 0.064 m3/s. Due to the low river connectivity downstream of Bragado HPP no fish pass was built in the weir.

===The Operator: Hidroerg===
The HPP is operated by Hidroerg – Projectos Energéticos, Lda, incorporated in 1989 and headquartered in Lisbon. The Company's purpose is to build, manage and operate power facilities designed for the production of electricity from renewable energy sources. The company has a strong focus on hydropower, being skilled in the identification of sites, conception and planning of systems and schemes, feasibility and impact assessment, coordination of the civil construction works and equipment installation, and in management of energy production facilities, in a framework of sustainable development and of generation of both national and entrepreneurial economic value. [http://en.hidroerg.pt/ Read more.]

===Pressures on the water body's ecosystem===
The river quality is influenced by discharges from wastewater treatment plants, as well as from agriculture and animal husbandry. The river hydromorphology is influenced by the HPP operation. Nevertheless, according to the Douro River Basin Management Plan, the natural water body PT03DOU0211 where the HPP is located is in a Good Ecological State.
=Test case topics=
===Fish population===
The fish community of the Avelames River is dominated by small sized native cyprinids, such as Iberian chub (''Squalius carolitertii''), Iberian nase (''Pseudochondrostomo duriense''), calandino (''Squalius alburnoides''), similarly to other rivers in northern Portugal. Further downstream, close to the confluence with Tâmega River, which is one of the main Portuguese watersheds, other species can be found, including the larger sized Iberian barbel (''Luciobarbus bocagei''). Further upstream, some brown trout (''Salmo trutta'') can be found.

===Migration devices===
The Bragado weir does not have a fish pass for either upstream or downstream fish migration. Such device was considered unnecessary by the Portuguese authorities since the HPP is placed in a reach of the Avelames River with reduced natural longitudinal connectivity, due to the occurrence of natural falls. Furthermore, migratory fish species requiring long distance movements to reproduce do not occur in this river.

To reduce fish entrance in the hydraulic circuit, the submerged water intake is protected by a movable vertical trash rack with 1.5 x 2.4 m2 (clear space between bars of 5 cm).

===Hydropeaking===
The rapid variation of river discharges at the powerhouse tailrace during intermittent electricity production (hydropeaking effect) can produce negative effects on the fish specimens, namely because such intermittent operation occurs during periods where the expected natural discharge would be very small (late Spring and Summer). Hydropeaking can promote the occurrence of depauperated fish assemblages in terms of the species and size-classes. However, its consequences in Iberian streams, where fish assemblages are composed mainly by endemic species, are still relatively unknown.

===E-flow===
The minimum instream flow/ecological flow to be released downstream Bragado weir was fixed as a percentage of the mean annual flow (approx. 5%), which was a common procedure by the time the scheme was licensed (1996). The HPP is obliged to release a minimum instream flow (e-flow) of 64 l/s, if such flow is compatible with the natural inflow. In periods with natural discharges smaller than 64 l/s, the whole inflow is automatically released downstream and the powerhouse does not operate.

The efficiency of the instream minimum flow, regarding the environmental objectives set in the Water Framework Directive, has never been assessed; however, the water body were the HPP is located presents a Good Ecological State.

=Research objectives and tasks=
Information about the effects of hydropeaking in Iberian small streams is relatively scarce. Therefore, the effects of hydropeaking in small Iberian streams are investigated at Bragado. For this, river discharges, habitat and fish populations will be studied at two contrasting river reaches (i.e. a natural reach unaffected by hydropeaking and a river reach affected by hydropeaking). The fish behavior at the two sites will be analyzed and assessed. Based on the results, appropriate solutions for reducing/mitigating such effects will be identified.

===Research tasks===
At the Bragado HPP the following (scientific) research tasks are planned:

* Analysis of river discharges, habitat and fish populations in two river reaches:
# upstream the Bragado reservoir (natural reach, i.e. unaffected by the hydropeaking) and
# downstream the tailrace of the powerhouse (reach affected by hydropeaking)
* Assessment of the hydropeaking effects by comparing the river regime, the habitat and the fish populations/assemblages between the two sites.
* The previous comparison will include a comparative assessment of fish behaviour (movement and habitat use)
* Evaluation, through modelling, of SMDT available to mitigate the effects of hydropeaking
* Possible field implementation and assessment of selected SMDT

=Results=
Fish assemblage community of the Avelames River is dominated by small sized native cyprinids, as it is typical of similar rivers in northern Portugal. Iberian chub (''Squalius carolitertii'') (mean total length (TL) 9.7 ± 1.8 cm; mean total weight (TW) 12.6 ± 9.6 g), calandino (''Squalius alburnoides'') (TL 9.9 ± 1.9 cm; TW 7.5 ± 1.0 g), and Iberian nase (''Pseudochondrostoma duriense'') (TL 9.9 ± 1.9 cm; TW 10.4 ± 7.0 g) were tagged downstream Bragado HPP with passive integrated transponders to assess their habitat use and movement behaviour in response to hydropeaking. The total detection rate was 59%. Fish were distributed along the river reach with high density upstream the water release. ''P. duriense'' tend to prefer higher depths and higher velocities when compared to ''S. carolitertii''. Only the ''. duriense'' was found immediately downstream the water release in the most disturbed area. Furthermore, the preliminary results obtained with the Lateral Line Probe indicate that fish presence was associated with lower pressure fluctuations and asymmetry. The highest fluctuations and asymmetry were observed in areas where fish were not detected, whereas both presences and absences occurred in the whole range of mean front pressure.

Based on these fish habitat use results, a lateral refuge (40 cm high; 40 cm wide and 50 cm long) was installed in the left river bank c. 40 m downstream the water release, where a high density of fish was found to occur. A multispectral stereo underwater camera was fixed inside the refuge to monitor refuge use under base and peak flow. Preliminary results indicate fish using the refuge c. 10 min after the turbines starting. Larger adults tend to appear after the turbine discharge reached 1 m3/s or more.

The hydropeaking assessment indicated a combined score of 14 for the effect factors, corresponding to a large impact, and a combined score of 5.5 for the vulnerability factors, corresponding to a low impact. The final assessment, combining both the effect and vulnerability factors, resulted in an overall moderate (yellow) hydropeaking impact of the Bragado HPP.

=Gallery=
<gallery mode=packed>
bragado_weir.jpg|Weir at the Bragado HPP reservoir.
bragado_river-Avelames-downstream-the-powerhouse.jpg|River downstream Bragado HPP outlet.
bragado_powerhouse-and-penstock.jpg|Bragado penstock and powerhouse.
bragado_canal.jpg|Canal at Bragado HPP.
Bragado Layout1.png|Layout of the Bragado HPP and the surrounding area.
Bragado Layout2.png|Layout of the Bragado HPP infrastructure.
</gallery>

River2D

2020-04-12T09:01:01Z

António:

=Quick summary=
[[file:river2d_layout.jpg|thumb|250px|Figure 1: River 2D layout images: (a) R2D_Bed; (b) R2D_Mesh; and (c) River2D.]]
[[file:river2d_depth.jpg|thumb|250px|Figure 2: Water depth (m) output from River 2D. Ocreza River, Portugal.]]
[[file:river2d_velocity.jpg|thumb|250px|Figure 3: Water velocity (m/s) output from River 2D. Ocreza River, Portugal.]]
[[file:river2d_wua.jpg|thumb|250px|Figure 4: Weighted Usable Area (WUA) (m2) for the European Eel. Ocreza River, Portugal.]]
[[file:river2d_wua_discharge.png|thumb|250px|Figure 5: Weighted Usable AreaWUA (m2) and discharge in the Ocreza River for Iberian barbel (adult and juvenile), European eel (adult and juvenile) and Gudgeon.]]

Developed by: Freshwater Institute in Winnipeg, Civil and Environmental Department of the University of Alberta in Edmonton, Midcontinent Ecological Science Center of the U.S. Geological Survey in Ft. Collins, and Fisheries Division of the Alberta Government in Cochrane.

Date: 2002

Type: [[:Category:Tools|Tool]]

=Introduction=
The River 2D is a two dimensional depth-averaged finite element hydrodynamic model that has been customized for fish habitat evaluation studies (Steffler, 2000). The River2D model simulates hydraulic conditions in natural rivers from topographic data input, and uses the habitat suitability curves containing known biological preference data, to calculate the potential habitat for specific species life-history stages by obtaining the Weighted Usable Area (WUA).

The model suite consists of four programs: R2D_Bed, R2D_Ice, R2D_Mesh and River2D (Figure 1). R2D_Bed was designed for editing bed topography data while R2D_Ice is intended for developing ice topographies to be used in the modelling of ice-covered domains. The R2D_Mesh program is used for the development of computational meshes that will ultimately be input for River2D. The latter is then used to solve for the water depths and velocities using the 2D shallow water equations throughout the discretized domain. The habitat model to calculate the WUA is incorporated in the River2D program.

=Application=
The River2D computes the water depths and velocities for any point in the river reach. The final goal is to calculate the WUA for a given fish species and life-stages by using Habitat Suitability Curves.

As input data, the model requires channel bed topography, roughness and transverse eddy viscosity distributions, boundary conditions, and initial flow conditions. Boundary conditions usually take the form of a specified total discharge at inflow sections and fixed water surface elevations at outflow sections. Locating flow boundaries some distance away from areas of interest is important to reduce the effect of boundary conditions uncertainties. The 2D finite element model works with a triangular irregular mesh.

Topography forms the template of the modelling mesh which is draped over the boundary surface and which forms the basis for the numerical solution to the governing flow equations. The challenge of building a mesh is to distribute the nodes in such a way that the most accurate solution is obtained for a particular purpose. Closely spaced nodes in areas of high interest, gradual changes in node spacing, and regularity of elements are important considerations.

Outputs from the model are two (horizontal) velocity components and a depth at each point or node (Figure 2 and Figure 3). Velocity distributions in the vertical are assumed to be uniform and pressure distributions are assumed to be hydrostatic.

The fish habitat component of River2D is based on the Weighted Usable Area (WUA) (Bovee et al., 1998) concept used in the PHABSIM family of fish habitat models. The WUA is calculated as an aggregate of the product of a Composite Suitability Index (CSI, range 0.0 - 1.0) evaluated at every node in the domain and the "tributary area" associated with that node in the finite element mesh. The Suitability Index (SI) for each parameter is evaluated by linear interpolation from an appropriate Habitat Suitability Curves (HSC) to be supplied separately. Velocities and depths are taken directly from the hydrodynamic component of the model. The channel index values may depend on channel substrate or cover for different fish species and life stages. These values are interpolated from a separate channel index file to the computational nodes. The interpolation may be linear (continuous) or nearest neighbour (discrete). At the last stage, the River 2D computes the WUA (Figure 4) as the product, harmonic mean, or minimum value.

For habitat studies, the assumption is that the habitat is optimal when it reaches a maximum value of WUA (Figure 5).

The River 2D has been widely used to access the environmental flows (Rivaes et al., 2017), to study fish movements due to hydropeaking (Boavida et al., 2017; Yarnell et al., 2012), to calculate the suitability of spawning grounds (Gard, 2009), and for river restoration studies (Boavida et al., 2010; García de Jalón and Gortázar, 2007; Lacey and Millar, 2004).

=Relevant mitigation measures and test cases=
{{Suitable measures for River2D}}

=Other information=
River 2D is a freeware available on the internet: http://www.river2d.ualberta.ca/

=Relevant literature=
*Boavida, I., Harby, A., Clarke, K.D., Heggenes, J., 2017. Move or stay: habitat use and movements by Atlantic salmon parr (Salmo salar) during induced rapid flow variations. Hydrobiologia 785, 261–275. https://doi.org/10.1007/s10750-016-2931-3

*Boavida, I., Santos, J.M., Cortes, R., Pinheiro, A.N., Ferreira, M.T., 2010. Assessment of instream structures for habitat improvement for two critically endangered fish species. Aquat. Ecol. 45, 113–124. https://doi.org/10.1007/s10452-010-9340-x

*Bovee, K.D., Lamb, B.L., Bartholow, J.M., Stalnaker, C.B., Taylor, J., Henriksen, J., Tatlor, J., Henriksen, J., 1998. Stream Habitat Analysis using the Instream Flow Incremental Methodology. U.S. Goelogical Surv. Biol. Resour. Div. Inf. Technol. Rep.

*García de Jalón, D., Gortázar, J., 2007. Evaluation of instream habitat enhancement options using fish habitat simulations: case-studies in the river Pas (Spain). Aquat. Ecol. 41, 461–474. https://doi.org/10.1007/s10452-006-9030-x

*Gard, M., 2009. Comparison of spawning habitat predictions of PHABSIM and River2D models. Int. J. River Basin Manag. 7, 55–71. https://doi.org/10.1080/15715124.2009.9635370

*Lacey, R.W.J., Millar, R.G., 2004. Reach scale hydraulic assessment of instream salmonid habitat restoration. J. Am. Water Resour. Assoc. 4, 1631–1644. https://doi.org/10.1111/j.1752-1688.2004.tb01611.x

*Rivaes, R., Boavida, I., Santos, J.M., Pinheiro, A.N., Ferreira, T., 2017. Importance of considering riparian vegetation requirements for the long-term efficiency of environmental flows in aquatic microhabitats. Hydrol. Earth Syst. Sci. 21. https://doi.org/10.5194/hess-21-5763-2017

*Steffler, P., 2000. Software River2D. Two Dimensional Depth Averaged Finite Element Hydrodynamic Model. University of Alberta, Canada.

*Yarnell, S.M., Lind, A.J., Mount, J.F., 2012. DYNAMIC FLOW MODELLING OF RIVERINE AMPHIBIAN HABITAT WITH APPLICATION TO REGULATED FLOW MANAGEMENT. River Res. Appl. 177–191. https://doi.org/10.1002/rra

=Contact information=
http://www.river2d.ualberta.ca/

[[Category:Tools]]

OpenFOAM

2020-04-12T08:58:18Z

António:

[[file:openfoam_logo.png|right|250px]]
=Quick summary=
[[file:openfoam_grid.png|thumb|250px|Figure 1: Example of turbine inlet (flow in x-direction) modelled using an unstructured computational grid for OpenFOAM simulations (source: VAW).]]
[[file:openfoam_structure.png|thumb|250px|Figure 2: Case directory structure in OpenFOAM (source: CFD Direct ® OpenFOAM)]]
[[file:openfoam_structure2.png|thumb|250px|Figure 3: Overview of OpenFOAM structure (source: CFD Direct ® OpenFOAM).]]
[[file:openfoam_paraview.png|thumb|250px|Figure 3: Example of ParaView visualization of OpenFOAM simulation results showing horizontal flow velocities in a rectangular channel with a curved bar rack (CBR) for horizontal plane at 0.2 m (a). Deviation (in percent) of the ratio between tangential vt and normal velocities vn for the MCR compared to the situation without screen 5 cm (b) and 40 cm (c) upstream of the screen axis. The black arrows represent the flow direction (source: VAW).]]

Developed by: 2018 (OpenFOAM release v1812)

Date: May 2018 (Version 2.8)

Type: [[:Category:Tools|Tool]]

=Introduction=
OpenFOAM is a C++ toolbox for simulation of general continuum mechanics problems including the Navier-Stokes equations that mathematically describe the 3D motion of fluids. For simulations of free-surface gravity flows, the prebuilt Eulerian’ solver interFOAM is most suitable. The interFOAM solver identifies the interface between water and air based on the Volume of Fluid (VOF) method and uses the PIMPLE algorithm for pressure-velocity coupling. The governing flow equations can be solved in combination with different approaches for turbulence modelling. In OpenFOAM, Reynolds-averaged Navier-Stokes (RANS) models using one or two equation turbulence models (e.g. k-ε model) as well as more computationally expensive large eddy simulation (LES) methods are available. An advantage of OpenFOAM, besides its free availability, is the use of body-fitted or unstructured computational grids. The additional use of polyhedral cells (in addition to hexahedral cells) allows even complex geometries to be accurately mapped (Figure 1).

=Application=
The operating system for OpenFOAM is Linux and there is no official Graphical User Interface (GUI). The basic directory structure for an OpenFOAM case containing the minimum set of files required to run an application is shown in Figure 2. All the files can be accessed with a text editor. In the system directory, the parameters associated with the solution procedure itself are defined (e.g. start/end time, solution schemes). The constant directory contains the description of the mesh and files specifying the physical properties. The time directories contain data files that can be either initial values, boundary conditions or results written to file.

OpenFOAM is supplied with a pre- and post-processing environment. The interface to the pre- and post-processing are OpenFOAM utilities, thereby ensuring consistent data handling across all environments. The overall structure of OpenFOAM is shown in Figure 3.
In the pre-processing, simple meshes containing blocks of hexahedral cells can be generated by the blockMesh utility. For more complex geometries, the snappyHexMesh utility automatically generates meshes containing split-hexahedral cells by iteratively refining the starting mesh and morphing the resulting split-hex mesh to the triangulated surface of solid geometrical structures like power plant facilities (Figure 2). Solid structures are represented in the form of stereolithographic files (STL).
The main post-processing tool provided with OpenFOAM is the reader module paraFoam that uses ParaView, an open-source visualization software to display geometry, computational mesh and simulation results (Figure 4).

=Relevant mitigation measures and test cases=
{{Suitable measures for OpenFOAM}}

=Other information=
General advantages & disadvantages of the tool (no claim for completeness)
<table style="height: 221px;" border="1" width="590" cellspacing="1" cellpadding="5">
<tr>
<td style="text-align: center; width: 287.2px;">
Pros
</td>
<td style="text-align: center; width: 274.4px;">
Cons
</td>
</tr>
<tr>
<td style="width: 287.2px;">
Open source software
</td>
<td style="width: 274.4px;">
Complex model setup (no GUI)
</td>
</tr>
<tr>
<td style="width: 287.2px;">
Accurate representation of complex geometries due to unstructured or body-fitted computational grids
</td>
<td style="width: 274.4px;">
Definition of boundary and initial condition requires in depth knowledge of underlying concepts
</td>
</tr>
<tr>
<td style="width: 287.2px;">
Growing user community (forum)
</td>
<td style="width: 274.4px;">
No standardized documentation 
</td>
</tr>
</table>

=Relevant literature=
*Feigenwinter, L., Vetsch, D., Kammerer, S., Kriewitz, R.C., Boes, R.M. (2018) Conceptual Approach for Positioning of Fish Guidance Screens Using CFD and expert knowledge. Sustainability, under review.Fuentes-Perez, J.F., Silva, A.T., Tuhtan, J.A., Garcia-Vega, A., Carbonell-Baeza, R., Musall, M., Kruusmaa, M. (2018). 3D modelling of non-uniform and turbulent flow in vertical slot fishways. Environmental Modelling and Software, 99, 156-169, doi:10.1016/j.envsoft.2017.09.011.

*Gisen, D.C., Weichert, R.B,; Nestler, J.M. (2017) Optimizing attraction flow for upstream fish passage at a hydropower dam employing 3D Detached-Eddy Simulation. Ecological Engineering, 100, 344-353, doi:10.1016/j.ecoleng.2016.10.065.

*Raynal, S., Chatellier, L., David, L., Courret, D., Larinier, M. (2013). Numerical Simulations of Fish-Friendly Angled Trashracks at Model and Real Scale. Proceedings of the 35th Iahr World Congress, Vols I and II, 2557-2566.

=Contact information=
OpenFOAM download: https://www.openfoam.com / https://openfoam.org

User guide and tutorials: https://www.openfoam.com/documentation

Paraview: https://www.paraview.org

[[Category:Tools]]

OpenFOAM

2020-04-12T08:57:19Z

António: /* Introduction */

[[file:openfoam_logo.png|right|250px]]
=Quick summary=
[[file:openfoam_grid.png|thumb|250px|Figure 1: Example of turbine inlet (flow in x-direction) modelled using an unstructured computational grid for OpenFOAM simulations (source: VAW).]]
[[file:openfoam_structure.png|thumb|250px|Figure 2: Case directory structure in OpenFOAM (source: CFD Direct ® OpenFOAM)]]
[[file:openfoam_structure2.png|thumb|250px|Figure 3: Overview of OpenFOAM structure (source: CFD Direct ® OpenFOAM).]]
[[file:openfoam_paraview.png|thumb|250px|Figure 3: Example of ParaView visualization of OpenFOAM simulation results showing horizontal flow velocities in a rectangular channel with a curved bar rack (CBR) for horizontal plane at 0.2 m (a). Deviation (in percent) of the ratio between tangential vt and normal velocities vn for the MCR compared to the situation without screen 5 cm (b) and 40 cm (c) upstream of the screen axis. The black arrows represent the flow direction (source: VAW).]]

Developed by: 2018 (OpenFOAM release v1812)

Date: May 2018 (Version 2.8)

Type: [[:Category:Tools|Tool]]

=Introduction=
OpenFOAM is a C++ toolbox for simulation of general continuum mechanics problems including the Navier-Stokes equations that mathematically describe the 3D motion of fluids. For simulations of free-surface gravity flows, the prebuilt Eulerian’ solver interFOAM is most suitable. The interFOAM solver identifies the interface between water and air based on the Volume of Fluid (VOF) method and uses the PIMPLE algorithm for pressure-velocity coupling. The governing flow equations can be solved in combination with different approaches for turbulence modelling. In OpenFOAM, Reynolds-averaged Navier-Stokes (RANS) models using one or two equation turbulence models (e.g. k-ε model) as well as more computationally expensive large eddy simulation (LES) methods are available. An advantage of OpenFOAM, besides its free availability, is the use of body-fitted or unstructured computational grids. The additional use of polyhedral cells (in addition to hexahedral cells) allows even complex geometries to be accurately mapped (Figure 1).

=Application=
The operating system for OpenFOAM is Linux and there is no official Graphical User Interface (GUI). The basic directory structure for an OpenFOAM case containing the minimum set of files required to run an application is shown in Figure 2. All the files can be accessed with a text editor. In the system directory, the parameters associated with the solution procedure itself are defined (e.g. start/end time, solution schemes). The constant directory contains the description of the mesh and files specifying the physical properties. The time directories contain data files that can be either initial values, boundary conditions or results written to file.

OpenFOAM is supplied with a pre- and post-processing environment. The interface to the pre- and post-processing are OpenFOAM utilities, thereby ensuring consistent data handling across all environments. The overall structure of OpenFOAM is shown in Figure 3.
In the pre-processing, simple meshes containing blocks of hexahedral cells can be generated by the blockMesh utility. For more complex geometries, the snappyHexMesh utility automatically generates meshes containing split-hexahedral cells by iteratively refining the starting mesh and morphing the resulting split-hex mesh to the triangulated surface of solid geometrical structures like power plant facilities (see Figure 2). Solid structures are represented in the form of stereolithographic files (STL).
The main post-processing tool provided with OpenFOAM is the reader module paraFoam that uses ParaView, an open-source visualization software to display geometry, computational mesh and simulation results (Figure 4).

=Relevant mitigation measures and test cases=
{{Suitable measures for OpenFOAM}}

=Other information=
General advantages & disadvantages of the tool (no claim for completeness)
<table style="height: 221px;" border="1" width="590" cellspacing="1" cellpadding="5">
<tr>
<td style="text-align: center; width: 287.2px;">
Pros
</td>
<td style="text-align: center; width: 274.4px;">
Cons
</td>
</tr>
<tr>
<td style="width: 287.2px;">
Open source software
</td>
<td style="width: 274.4px;">
Complex model setup (no GUI)
</td>
</tr>
<tr>
<td style="width: 287.2px;">
Accurate representation of complex geometries due to unstructured or body-fitted computational grids
</td>
<td style="width: 274.4px;">
Definition of boundary and initial condition requires in depth knowledge of underlying concepts
</td>
</tr>
<tr>
<td style="width: 287.2px;">
Growing user community (forum)
</td>
<td style="width: 274.4px;">
No standardized documentation 
</td>
</tr>
</table>

=Relevant literature=
*Feigenwinter, L., Vetsch, D., Kammerer, S., Kriewitz, R.C., Boes, R.M. (2018) Conceptual Approach for Positioning of Fish Guidance Screens Using CFD and expert knowledge. Sustainability, under review.Fuentes-Perez, J.F., Silva, A.T., Tuhtan, J.A., Garcia-Vega, A., Carbonell-Baeza, R., Musall, M., Kruusmaa, M. (2018). 3D modelling of non-uniform and turbulent flow in vertical slot fishways. Environmental Modelling and Software, 99, 156-169, doi:10.1016/j.envsoft.2017.09.011.

*Gisen, D.C., Weichert, R.B,; Nestler, J.M. (2017) Optimizing attraction flow for upstream fish passage at a hydropower dam employing 3D Detached-Eddy Simulation. Ecological Engineering, 100, 344-353, doi:10.1016/j.ecoleng.2016.10.065.

*Raynal, S., Chatellier, L., David, L., Courret, D., Larinier, M. (2013). Numerical Simulations of Fish-Friendly Angled Trashracks at Model and Real Scale. Proceedings of the 35th Iahr World Congress, Vols I and II, 2557-2566.

=Contact information=
OpenFOAM download: https://www.openfoam.com / https://openfoam.org

User guide and tutorials: https://www.openfoam.com/documentation

Paraview: https://www.paraview.org

[[Category:Tools]]

File:Openfoam grid.png

2020-04-12T08:55:53Z

António:

{{Information
|author=
|source=VAW, ETH Zurich
|description=Example of turbine inlet (flow in x-direction) modelled using an unstructured computational grid for OpenFOAM simulations
}}

File:Openfoam paraview.png

2020-04-12T08:53:44Z

António:

{{Information
|author=
|source=VAW, ETH Zurich
|description=Example of ParaView visualization of OpenFOAM simulation results showing horizontal flow velocities in a rectangular channel with a curved bar rack (CBR) for horizontal plane at 0.2 m (a). Deviation (in percent) of the ratio between tangential vt and normal velocities vn for the MCR compared to the situation without screen 5 cm (b) and 40 cm (c) upstream of the screen axis. The black arrows represent the flow direction
}}

File:Openfoam structure2.png

2020-04-12T08:52:57Z

António:

{{Information
|author=
|source=CFD Direct ® OpenFOAM
|description=Overview of OpenFOAM structure
}}

File:Openfoam structure.png

2020-04-12T08:52:11Z

António:

{{Information
|author=
|source=VAW, ETH Zurich
|description=Example of turbine inlet (flow in x-direction) modelled using an unstructured computational grid for OpenFOAM simulations
}}

File:Hydropeaking tool principle.png

2020-04-12T08:50:15Z

António:

{{Information
|author=
|source=
|description=Principle of the hydropeaking tool for categorization of regulated rivers according to the potential impacts of hydropeaking on fish population
}}

File:Hydropeaking tool assessment.png

2020-04-12T08:49:24Z

António:

{{Information
|author=
|source=Harby et al., J. 2016. A method to assess impacts from Hydropeaking. Proceedings of 11th International Symposium on Ecohydraulics, Melbourne, Australia.
|description=Combinations of hydropeaking effects and vulnerability for total impact assessment
}}

Hydropeaking tool

2020-04-12T08:48:01Z

António:

=Quick summary=
[[file:hydropeaking_tool_principle.png|thumb|250px|Figure 1: Principle of the hydropeaking tool for categorization of regulated rivers according to the potential impacts of hydropeaking on fish population (source: ).]]
[[file:hydropeaking_tool_assessment.png|thumb|250px|Figure 2: Combinations of hydropeaking effects and vulnerability for total impact assessment (source:[1]).]]

Developed by: SINTEF Energy Research

Date: Under development

Type: [[:Category:Tools|Tool]]

=Introduction=
The ''Hydropeaking Tool'' was designed to assess the impacts of hydropeaking on fish populations in regulated rivers. It is available as an Excel file.
The hydropeaking tool is based on a method for assessing impacts from hydropeaking developed for salmonids at SINTEF Energy as a part of the CEDREN EnviPeak project (Norwegian Research Council, Grant number 193818).

The Hydropeaking Tool is currently under development in FitHydro for the Iberian barbel and the grayling, in addition to salmonids. Factors that determine the assessment will be modified or adding for these species. Criteria and thresholds will be adjusted too.

=Application=
In the Hydropeaking tool, the impacts from hydropeaking are divided into two axis: direct effects from hydropeaking and vulnerability of the fish population to hydropeaking. The effect axis characterises the possible ecological impacts of peaking from how physical conditions such as flow, water level and water covered area changes, given the hydropower system and river morphology. The vulnerability axis characterises how vulnerable the system is to further influence from peaking. Both axis may be evaluated separately, but we also provide a system to combine them and obtain an overall assessment of hydropeaking (Figure 1). The starting point for the evaluation of the current situation is a regulated river without peaking operations.

The current version of the Hydropeaking Tool is available in Microsoft Excel. The user has to enter the input values for effects and vulnerability parameters for the studied rivers in the corresponding tables. These input values can be obtained from numerical modelling, analysis of water level/discharge time series, and fieldwork.

The outputs from the Hydropeaking Tool are the score of effects factors, the score of vulnerability factors, and the score for the combined assessment (Figure 2).

The Hydropeaking Tool aims at being used to assess existing or planned hydropeaking. It also gives the user a possibility to see which parameters have a low score, helping to identify where mitigation should be concentrated.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking tool}}

=Other information=
The Hydropeaking tool will be a deliverable of the FITHydro project.
=Relevant literature=
*[1] Harby et al., J. 2016. A method to assess impacts from Hydropeaking. Proceedings of 11th International Symposium on Ecohydraulics, Melbourne, Australia.
*[2] Bakken, T.H., Forseth, T and Harby (2016), Miljøvirkninger av effektkjøring: kunnskapsstatus og råd til forvaltning og industri. NINA Special Report 62, Trondheim, Norway.
*[4] Forseth, T and Harby (2014), A. Handbook for environmental design in regulated salmon rivers. NINA Special Report 53, Trondheim, Norway.
*[4] CEDREN www.cedren.no

=Contact information=

[[Category:Tools]]

Hydropeaking tool

2020-04-12T08:47:07Z

António:

=Quick summary=
[[file:hydropeaking_tool_principle.png|thumb|250px|Figure 1: Principle of the hydropeaking tool for categorization of regulated rivers according to the potential impacts of hydropeaking on fish population (source:[1]).]]
[[file:hydropeaking_tool_assessment.png|thumb|250px|Figure 2: Combinations of hydropeaking effects and vulnerability for total impact assessment (source:[2]).]]

Developed by: SINTEF Energy Research

Date: Under development

Type: [[:Category:Tools|Tool]]

=Introduction=
The ''Hydropeaking Tool'' was designed to assess the impacts of hydropeaking on fish populations in regulated rivers. It is available as an Excel file.
The hydropeaking tool is based on a method for assessing impacts from hydropeaking developed for salmonids at SINTEF Energy as a part of the CEDREN EnviPeak project (Norwegian Research Council, Grant number 193818).

The Hydropeaking Tool is currently under development in FitHydro for the Iberian barbel and the grayling, in addition to salmonids. Factors that determine the assessment will be modified or adding for these species. Criteria and thresholds will be adjusted too.

=Application=
In the Hydropeaking tool, the impacts from hydropeaking are divided into two axis: direct effects from hydropeaking and vulnerability of the fish population to hydropeaking. The effect axis characterises the possible ecological impacts of peaking from how physical conditions such as flow, water level and water covered area changes, given the hydropower system and river morphology. The vulnerability axis characterises how vulnerable the system is to further influence from peaking. Both axis may be evaluated separately, but we also provide a system to combine them and obtain an overall assessment of hydropeaking (Figure 1). The starting point for the evaluation of the current situation is a regulated river without peaking operations.

The current version of the Hydropeaking Tool is available in Microsoft Excel. The user has to enter the input values for effects and vulnerability parameters for the studied rivers in the corresponding tables. These input values can be obtained from numerical modelling, analysis of water level/discharge time series, and fieldwork.

The outputs from the Hydropeaking Tool are the score of effects factors, the score of vulnerability factors, and the score for the combined assessment (Figure 2).

The Hydropeaking Tool aims at being used to assess existing or planned hydropeaking. It also gives the user a possibility to see which parameters have a low score, helping to identify where mitigation should be concentrated.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking tool}}

=Other information=
The Hydropeaking tool will be a deliverable of the FITHydro project.
=Relevant literature=
*[1] Harby et al., J. 2016. A method to assess impacts from Hydropeaking. Proceedings of 11th International Symposium on Ecohydraulics, Melbourne, Australia.
*[2] Bakken, T.H., Forseth, T and Harby (2016), Miljøvirkninger av effektkjøring: kunnskapsstatus og råd til forvaltning og industri. NINA Special Report 62, Trondheim, Norway.
*[4] Forseth, T and Harby (2014), A. Handbook for environmental design in regulated salmon rivers. NINA Special Report 53, Trondheim, Norway.
*[4] CEDREN www.cedren.no

=Contact information=

[[Category:Tools]]

File:Hydropeaking indicator evolution.png

2020-04-12T08:41:15Z

António:

{{Information
|author=French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.
|source=Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02
|description=Evolution of the Hydropeaking Indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001.
}}

File:Hydropeaking indicator levels.png

2020-04-12T08:40:35Z

António:

{{Information
|author=French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.
|source=Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02
|description=Levels of hydrologic perturbation due to hydropeaking events
}}

Hydropeaking indicator

2020-04-12T08:39:24Z

António:

=Quick summary=
[[file:hydropeaking_indicator_ex1.png|thumb|250px|Figure 1: Example of flow analysis (source: [1]).]]
[[file:hydropeaking_indicator_ex2.png|thumb|250px|Figure 2: Example of flow analysis (source: [2]).]]
[[file:hydropeaking_indicator_levels.png|thumb|250px|Figure 3: Levels of hydrologic perturbation due to hydropeaking events (source: [3]).]]
[[file:hydropeaking_indicator_evolution.png|thumb|250px|Figure 4: Evolution of the Hydropeaking Indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001 (source: [3]).]]
Developed by: French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.

Date: 2014

Type: [[:Category:Tools|Tool]]

=Introduction=
Hydropeaking at hydroelectric facilities (more than 150 in France) generates sudden changes in flow in the river and can affect the composition, the abundance and the structure of fish and invertebrates populations over long distances. The objectives of the ''Hydropeaking Indicator'' tool are [1] to characterize peaks within hydrograph and [2] to produce a synthetic indicator of hydrological disturbance, related to the impacts on fish populations.

From the analysis of 97 stations and 1575 years of flow data, rates of change of natural flow variations have been firstly characterized (Figures 1 and 2) in 8 ranges between 5% and 4 times the mean inter-annual discharge. Formulas representing the ''fastest variations possible naturally'' and taking into account the type of change (increase or decrease), the size of the stream (via the mean inter-annual discharge) and the flow range over which the variation takes place have been constructed and then used to discriminate hydropeaks and natural events.

From the analysis of 80 stations and 491 years of flow data affected by hydropeaking, a method was developed to identify, within the hydrograph, hydropeaks whose characteristics are beyond what can occur in natural hydrology, using three criteria: a minimum range (≥ 10% of the mean inter-annual discharge and ≥ 20% of the hydropeak base flow), a minimal rate of change (> to the maximum natural rate of change) and an upper limit on the maximum flow rate (to remove flood events).

A synthetic indicator differentiating five levels of hydrological disturbance induced by hydropeaking regimes was developed (Figure 3). The level of disturbance of each of the 491 years of flow data was evaluated by three expert operators, according to the knowledge of the biological impacts of hydropeaking. The linear discriminant analysis allows reproducing this classification using five characteristic parameters of hydropeaking regimes (87% of correct reclassification).

=Application=
The Hydropeaking Indicator needs discharge time series as input file, with a fixed or variable time step. This time step should be short to precisely describe the hydropeaks (< 0.5-1 h). The indicator can be produced per year or per period corresponding to biological phases / seasons. Its automated calculation requires knowing only the mean inter-annual flow of the river and the maximum turbine discharge of the hydropower plant upstream.

The Hydropeaking Indicator produces [1] a set of parameters that characterizes each hydropeak (base flow, maximum flow, rate of change…) and their statistics, and [2] the score provided by the discriminant analysis and the level of perturbation.

Examples show that the indicator is sensitive to changes in hydropower plant management and allows appreciating the spatial and temporal changes in hydropeaking regimes, including the damping in the downstream direction (Figure 4). This indicator is a tool for managers of "pre-diagnosis" of biological impacts and for monitoring spatial and temporal changes in hydropeaking.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking indicator}}

=Other information=
The Hydropeaking Indicator is implemented in an Excel sheet, using a macro coded in Visual Basic. The tool can be transmitted for free by the Ecohydraulics Team AFB-IMFT after agreement.

At the French Test Cases, an electromagnetic flow meter Marsh McBirney, FLO-MATE 2000 is used.

=Relevant literature=
*[1] Courret D, 2010. Etude des gradients des variations de débit naturelles en vue de la fixation des critères pour le repérage des éclusées hydroélectriques. Rapport GHAAPPE RA.09.04.
*[2] http://oai.eau-adour-garonne.fr/oai-documents/59478/GED_00000000.pdf
*[3] Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02.
*[4] Courret D., 2014. Caractérisation de la perturbation hydrologique induite par les régimes d'éclusées hydroélectriques et définition d'un indicateur - Réflexion sur les mesures de mitigation des impacts des éclusées sur les populations de poissons. Thèse de l'INP Toulouse.
*[5] http://ethesis.inp-toulouse.fr/archive/00002880/

=Contact information=

[[Category:Tools]]

Hydropeaking indicator

2020-04-12T08:38:59Z

António:

=Quick summary=
[[file:hydropeaking_indicator_ex1.png|thumb|250px|Figure 1: Example of flow analysis (source: [1]).]]
[[file:hydropeaking_indicator_ex2.png|thumb|250px|Figure 2: Example of flow analysis (source: [2]).]]
[[file:hydropeaking_indicator_levels.png|thumb|250px|Figure 3: Levels of hydrologic perturbation due to hydropeaking events (source: [3]).]]
[[file:hydropeaking_indicator_evolution.png|thumb|250px|Figure 4: Evolution of the Hydropeaking Indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001 (source: [4]).]]
Developed by: French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.

Date: 2014

Type: [[:Category:Tools|Tool]]

=Introduction=
Hydropeaking at hydroelectric facilities (more than 150 in France) generates sudden changes in flow in the river and can affect the composition, the abundance and the structure of fish and invertebrates populations over long distances. The objectives of the ''Hydropeaking Indicator'' tool are [1] to characterize peaks within hydrograph and [2] to produce a synthetic indicator of hydrological disturbance, related to the impacts on fish populations.

From the analysis of 97 stations and 1575 years of flow data, rates of change of natural flow variations have been firstly characterized (Figures 1 and 2) in 8 ranges between 5% and 4 times the mean inter-annual discharge. Formulas representing the ''fastest variations possible naturally'' and taking into account the type of change (increase or decrease), the size of the stream (via the mean inter-annual discharge) and the flow range over which the variation takes place have been constructed and then used to discriminate hydropeaks and natural events.

From the analysis of 80 stations and 491 years of flow data affected by hydropeaking, a method was developed to identify, within the hydrograph, hydropeaks whose characteristics are beyond what can occur in natural hydrology, using three criteria: a minimum range (≥ 10% of the mean inter-annual discharge and ≥ 20% of the hydropeak base flow), a minimal rate of change (> to the maximum natural rate of change) and an upper limit on the maximum flow rate (to remove flood events).

A synthetic indicator differentiating five levels of hydrological disturbance induced by hydropeaking regimes was developed (Figure 3). The level of disturbance of each of the 491 years of flow data was evaluated by three expert operators, according to the knowledge of the biological impacts of hydropeaking. The linear discriminant analysis allows reproducing this classification using five characteristic parameters of hydropeaking regimes (87% of correct reclassification).

=Application=
The Hydropeaking Indicator needs discharge time series as input file, with a fixed or variable time step. This time step should be short to precisely describe the hydropeaks (< 0.5-1 h). The indicator can be produced per year or per period corresponding to biological phases / seasons. Its automated calculation requires knowing only the mean inter-annual flow of the river and the maximum turbine discharge of the hydropower plant upstream.

The Hydropeaking Indicator produces [1] a set of parameters that characterizes each hydropeak (base flow, maximum flow, rate of change…) and their statistics, and [2] the score provided by the discriminant analysis and the level of perturbation.

Examples show that the indicator is sensitive to changes in hydropower plant management and allows appreciating the spatial and temporal changes in hydropeaking regimes, including the damping in the downstream direction (Figure 4). This indicator is a tool for managers of "pre-diagnosis" of biological impacts and for monitoring spatial and temporal changes in hydropeaking.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking indicator}}

=Other information=
The Hydropeaking Indicator is implemented in an Excel sheet, using a macro coded in Visual Basic. The tool can be transmitted for free by the Ecohydraulics Team AFB-IMFT after agreement.

At the French Test Cases, an electromagnetic flow meter Marsh McBirney, FLO-MATE 2000 is used.

=Relevant literature=
*[1] Courret D, 2010. Etude des gradients des variations de débit naturelles en vue de la fixation des critères pour le repérage des éclusées hydroélectriques. Rapport GHAAPPE RA.09.04.
*[2] http://oai.eau-adour-garonne.fr/oai-documents/59478/GED_00000000.pdf
*[3] Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02.
*[4] Courret D., 2014. Caractérisation de la perturbation hydrologique induite par les régimes d'éclusées hydroélectriques et définition d'un indicateur - Réflexion sur les mesures de mitigation des impacts des éclusées sur les populations de poissons. Thèse de l'INP Toulouse.
*[5] http://ethesis.inp-toulouse.fr/archive/00002880/

=Contact information=

[[Category:Tools]]

File:Hydropeaking indicator evolution.png

2020-04-12T08:36:28Z

António:

{{Information
|author=French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.
|source=
|description=Evolution of the Hydropeaking Indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001.
}}

File:Hydropeaking indicator levels.png

2020-04-12T08:35:26Z

António:

{{Information
|author=French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.
|source=Courret D., 2014. Caractérisation de la perturbation hydrologique induite par les régimes d'éclusées hydroélectriques et définition d'un indicateur - Réflexion sur les mesures de mitigation des impacts des éclusées sur les populations de poissons. Thèse de l'INP Toulouse.
|description=Levels of hydrologic perturbation due to hydropeaking events
}}

File:Hydropeaking indicator ex2.png

2020-04-12T08:34:08Z

António:

{{Information
|author=French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.
|source=
|description=Example of flow analysis
}}

File:Hydropeaking indicator ex1.png

2020-04-12T08:31:56Z

António:

{{Information
|author= French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P
|source=Courret D, 2010. Etude des gradients des variations de débit naturelles en vue de la fixation des critères pour le repérage des éclusées hydroélectriques. Rapport GHAAPPE RA.09.04
|description=Example of flow analysis
}}

Hydropeaking indicator

2020-04-12T08:30:12Z

António:

=Quick summary=
[[file:hydropeaking_indicator_ex1.png|thumb|250px|Figure 1: Example of flow analysis (source: [1]).]]
[[file:hydropeaking_indicator_ex2.png|thumb|250px|Figure 2: Example of flow analysis (source: [2]).]]
[[file:hydropeaking_indicator_levels.png|thumb|250px|Figure 3: Levels of hydrologic perturbation due to hydropeaking events (source: [4]).]]
[[file:hydropeaking_indicator_evolution.png|thumb|250px|Figure 4: Evolution of the Hydropeaking Indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001.]]
Developed by: French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.

Date: 2014

Type: [[:Category:Tools|Tool]]

=Introduction=
Hydropeaking at hydroelectric facilities (more than 150 in France) generates sudden changes in flow in the river and can affect the composition, the abundance and the structure of fish and invertebrates populations over long distances. The objectives of the ''Hydropeaking Indicator'' tool are [1] to characterize peaks within hydrograph and [2] to produce a synthetic indicator of hydrological disturbance, related to the impacts on fish populations.

From the analysis of 97 stations and 1575 years of flow data, rates of change of natural flow variations have been firstly characterized (Figures 1 and 2) in 8 ranges between 5% and 4 times the mean inter-annual discharge. Formulas representing the ''fastest variations possible naturally'' and taking into account the type of change (increase or decrease), the size of the stream (via the mean inter-annual discharge) and the flow range over which the variation takes place have been constructed and then used to discriminate hydropeaks and natural events.

From the analysis of 80 stations and 491 years of flow data affected by hydropeaking, a method was developed to identify, within the hydrograph, hydropeaks whose characteristics are beyond what can occur in natural hydrology, using three criteria: a minimum range (≥ 10% of the mean inter-annual discharge and ≥ 20% of the hydropeak base flow), a minimal rate of change (> to the maximum natural rate of change) and an upper limit on the maximum flow rate (to remove flood events).

A synthetic indicator differentiating five levels of hydrological disturbance induced by hydropeaking regimes was developed (Figure 3). The level of disturbance of each of the 491 years of flow data was evaluated by three expert operators, according to the knowledge of the biological impacts of hydropeaking. The linear discriminant analysis allows reproducing this classification using five characteristic parameters of hydropeaking regimes (87% of correct reclassification).

=Application=
The Hydropeaking Indicator needs discharge time series as input file, with a fixed or variable time step. This time step should be short to precisely describe the hydropeaks (< 0.5-1 h). The indicator can be produced per year or per period corresponding to biological phases / seasons. Its automated calculation requires knowing only the mean inter-annual flow of the river and the maximum turbine discharge of the hydropower plant upstream.

The Hydropeaking Indicator produces [1] a set of parameters that characterizes each hydropeak (base flow, maximum flow, rate of change…) and their statistics, and [2] the score provided by the discriminant analysis and the level of perturbation.

Examples show that the indicator is sensitive to changes in hydropower plant management and allows appreciating the spatial and temporal changes in hydropeaking regimes, including the damping in the downstream direction (Figure 4). This indicator is a tool for managers of "pre-diagnosis" of biological impacts and for monitoring spatial and temporal changes in hydropeaking.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking indicator}}

=Other information=
The Hydropeaking Indicator is implemented in an Excel sheet, using a macro coded in Visual Basic. The tool can be transmitted for free by the Ecohydraulics Team AFB-IMFT after agreement.

At the French Test Cases, an electromagnetic flow meter Marsh McBirney, FLO-MATE 2000 is used.

=Relevant literature=
*[1] Courret D, 2010. Etude des gradients des variations de débit naturelles en vue de la fixation des critères pour le repérage des éclusées hydroélectriques. Rapport GHAAPPE RA.09.04.
*[2] http://oai.eau-adour-garonne.fr/oai-documents/59478/GED_00000000.pdf
*[3] Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02.
*[4] Courret D., 2014. Caractérisation de la perturbation hydrologique induite par les régimes d'éclusées hydroélectriques et définition d'un indicateur - Réflexion sur les mesures de mitigation des impacts des éclusées sur les populations de poissons. Thèse de l'INP Toulouse.
*[5] http://ethesis.inp-toulouse.fr/archive/00002880/

=Contact information=

[[Category:Tools]]

Hydropeaking indicator

2020-04-12T08:24:42Z

António:

=Quick summary=
[[file:hydropeaking_indicator_ex1.png|thumb|250px|Figure 1: Example of flow analysis (source: [1].]]
[[file:hydropeaking_indicator_ex2.png|thumb|250px|Figure 2: Example of flow analysis (source: [2].]]
[[file:hydropeaking_indicator_levels.png|thumb|250px|Figure 3: Levels of hydrologic perturbation due to hydropeaking events.]]
[[file:hydropeaking_indicator_evolution.png|thumb|250px|Figure 4: Evolution of the Hydropeaking indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001.]]
Developed by: French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.

Date: 2014

Type: [[:Category:Tools|Tool]]

=Introduction=
Hydropeaking at hydroelectric facilities (more than 150 in France) generates sudden changes in flow in the river and can affect the composition, the abundance and the structure of fish and invertebrates populations over long distances. The objectives of the ''Hydropeaking Indicator'' tool are [1] to characterize peaks within hydrograph and [2] to produce a synthetic indicator of hydrological disturbance, related to the impacts on fish populations.

From the analysis of 97 stations and 1575 years of flow data, rates of change of natural flow variations have been firstly characterized (Figures 1 and 2) in 8 ranges between 5% and 4 times the mean inter-annual discharge. Formulas representing the ''fastest variations possible naturally'' and taking into account the type of change (increase or decrease), the size of the stream (via the mean inter-annual discharge) and the flow range over which the variation takes place have been constructed and then used to discriminate hydropeaks and natural events.

From the analysis of 80 stations and 491 years of flow data affected by hydropeaking, a method was developed to identify, within the hydrograph, hydropeaks whose characteristics are beyond what can occur in natural hydrology, using three criteria: a minimum range (≥ 10% of the mean inter-annual discharge and ≥ 20% of the hydropeak base flow), a minimal rate of change (> to the maximum natural rate of change) and an upper limit on the maximum flow rate (to remove flood events).

A synthetic indicator differentiating five levels of hydrological disturbance induced by hydropeaking regimes was developed (Figure 3). The level of disturbance of each of the 491 years of flow data was evaluated by three expert operators, according to the knowledge of the biological impacts of hydropeaking. The linear discriminant analysis allows reproducing this classification using five characteristic parameters of hydropeaking regimes (87% of correct reclassification).

=Application=
The Hydropeaking Indicator needs discharge time series as input file, with a fixed or variable time step. This time step should be short to precisely describe the hydropeaks (< 0.5-1 h). The indicator can be produced per year or per period corresponding to biological phases / seasons. Its automated calculation requires knowing only the mean inter-annual flow of the river and the maximum turbine discharge of the hydropower plant upstream.

The Hydropeaking Indicator produces [1] a set of parameters that characterizes each hydropeak (base flow, maximum flow, rate of change…) and their statistics, and [2] the score provided by the discriminant analysis and the level of perturbation.

Examples show that the indicator is sensitive to changes in hydropower plant management and allows appreciating the spatial and temporal changes in hydropeaking regimes, including the damping in the downstream direction (Figure 4). This indicator is a tool for managers of "pre-diagnosis" of biological impacts and for monitoring spatial and temporal changes in hydropeaking.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking indicator}}

=Other information=
The Hydropeaking Indicator is implemented in an Excel sheet, using a macro coded in Visual Basic. The tool can be transmitted for free by the Ecohydraulics Team AFB-IMFT after agreement.

At the French Test Cases, an electromagnetic flow meter Marsh McBirney, FLO-MATE 2000 is used.

=Relevant literature=
*[1] Courret D, 2010. Etude des gradients des variations de débit naturelles en vue de la fixation des critères pour le repérage des éclusées hydroélectriques. Rapport GHAAPPE RA.09.04.
*[2] http://oai.eau-adour-garonne.fr/oai-documents/59478/GED_00000000.pdf
*[3] Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et Définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02.
*[4] Courret D., 2014. Caractérisation de la perturbation hydrologique induite par les régimes d'éclusées hydroélectriques et définition d'un indicateur - Réflexion sur les mesures de mitigation des impacts des éclusées sur les populations de poissons. Thèse de l'INP Toulouse.
*[5] http://ethesis.inp-toulouse.fr/archive/00002880/

=Contact information=

[[Category:Tools]]

Hydropeaking indicator

2020-04-12T08:11:43Z

António: /* Relevant literature */

=Quick summary=
[[file:hydropeaking_indicator_ex1.png|thumb|250px|Figure 1: Example of flow analysis (1).]]
[[file:hydropeaking_indicator_ex2.png|thumb|250px|Figure 2: Example of flow analysis (2).]]
[[file:hydropeaking_indicator_levels.png|thumb|250px|Figure 3: Levels of hydrologic perturbation due to hydropeaking events.]]
[[file:hydropeaking_indicator_evolution.png|thumb|250px|Figure 4: Evolution of the Hydropeaking indicator on the Maronne river at Basteyroux station for the whole year and during the spring (mid-march to mid-june); effect of the progressive implementation of mitigation measures since 2001.]]
Developed by: French Agency For Biodiversity, Ecohydraulic Team AFB-IMFT, Courret D, Larinier M and Baran P.

Date: 2014

Type: [[:Category:Tools|Tool]]

=Introduction=
Hydropeaking at hydroelectric facilities (more than 150 in France) generates sudden changes in flow in the river and can affect the composition, the abundance and the structure of fish and invertebrates populations over long distances. The objectives of the “Hydropeaking indicator” tool are (1) to characterize peaks within hydrograph and (2) to produce a synthetic indicator of hydrological disturbance, related to the impacts on fish populations.

From the analysis of 97 stations and 1575 years of flow data, rates of change of natural flow variations have been first characterized (Figure 1 and 2) within 8 ranges between 5% and 4 times the mean inter-annual discharge. Formulas representing the "fastest variations possible naturally" and taking into account the type of change (increase or decrease), the size of the stream (via the mean inter-annual discharge) and the flow range over which the variation takes place have been constructed and then used to discriminate hydropeaks and natural events.

From the analysis of 80 stations and 491 years of flow data affected by hydropeaking, a method was developed to identify, within the hydrograph, hydropeaks whose characteristics are beyond what can occur in natural hydrology, using 3 criteria: a minimum range (≥ 10% of the mean inter-annual discharge and ≥ 20% of the hydropeak base flow), a minimal rate of change (> to the maximum natural rate of change) and an upper limit on the maximum flow rate (to remove flood events).

A synthetic indicator differentiating 5 levels of hydrological disturbance induced by hydropeaking regimes was constructed (Figure 3). The level of disturbance of each of the 491 years of flow data was evaluated by 3 expert operators according to the knowledge of the biological impacts of hydropeaking. The linear discriminant analysis allows reproducing this classification using 5 characteristic parameters of hydropeaking regimes (87% of correct reclassification).

=Application=
The hydropeaking Indicator needs discharge time series as input file, with a fixed or variable time step. This time step should be short to precisely describe the hydropeaks (< 0.5-1 h). The indicator can be produced per year or per period corresponding to biological phases / seasons. Its automated calculation requires knowing only the mean inter-annual flow of the river and the maximum turbine discharge of the hydropower plant upstream.

The hydropeaking Indicator produces (1) a set of parameters that characterizes each hydropeak (base flow, maximum flow, rate of change…) and their statistics, and (2) the score provided by the discriminant analysis and the level of perturbation.

Examples show that the indicator is sensitive to changes in hydropower plant management and allows appreciating the spatial and temporal changes in hydropeaking regimes, including the damping in the downstream direction (Figure 4). This indicator is a tool for managers of "pre-diagnosis" of biological impacts and for monitoring spatial and temporal changes in hydropeaking.

=Relevant mitigation measures and test cases=
{{Suitable measures for Hydropeaking indicator}}

=Other information=
The Hydropeaking Indicator is implemented in an Excel sheet, using a macro coded in Visual Basic. The tool can be transmitted for free by the Ecohydraulic Team AFB-IMFT after agreement.

At the French Test Cases an electromagnetic flow meter Marsh McBirney, FLO-MATE 2000 is used.

=Relevant literature=
*[1] Courret D, 2010. Etude des gradients des variations de débit naturelles en vue de la fixation des critères pour le repérage des éclusées hydroélectriques. Rapport GHAAPPE RA.09.04.
*[2] http://oai.eau-adour-garonne.fr/oai-documents/59478/GED_00000000.pdf
*[3] Courret D, Larinier M, Baran P, 2014. Développement d’une méthodologie de caractérisation des éclusées hydroélectriques et Définition d’un indicateur du niveau de la perturbation hydrologique *induite (seconde version). Rapport GHAAPPE RA.14.02.
*[4] Courret D., 2014. Caractérisation de la perturbation hydrologique induite par les régimes d'éclusées hydroélectriques et définition d'un indicateur - Réflexion sur les mesures de mitigation des impacts des éclusées sur les populations de poissons. Thèse de l'INP Toulouse.
*[5] http://ethesis.inp-toulouse.fr/archive/00002880/

=Contact information=

[[Category:Tools]]

File:Hecras output.png

2020-04-11T16:50:10Z

António:

{{Information
|author=Hydrologic Engineering Center (CEIWR-HEC)
|source=HEC-RAS 5.0.6
|description=HEC-RAS output: tabular
}}

File:Hecras mapper.jpg

2020-04-11T16:48:01Z

António:

{{Information
|author=Hydrologic Engineering Center (CEIWR-HEC)
|source=HEC-RAS 5.0.6
|description=HEC-RAS output: inundation mapping
}}

File:Hecras stage.png

2020-04-11T16:47:16Z

António:

{{Information
|author=Hydrologic Engineering Center (CEIWR-HEC)
|source=HEC-RAS 5.0.6
|description=HEC-RAS output: stage
}}

File:Hecras profiles.png

2020-04-11T16:46:28Z

António:

{{Information
|author=Hydrologic Engineering Center (CEIWR-HEC)
|source=HEC-RAS 5.0.6
|description=HEC-RAS output: river profiles
}}

File:Hecras cross sections.png

2020-04-11T16:45:22Z

António:

{{Information
|author=Hydrologic Engineering Center (CEIWR-HEC)
|source=HEC-RAS 5.0.6
|description=HEC-RAS output: cross sections
}}

HEC-RAS

2020-04-11T16:43:59Z

António:

=Quick summary=
[[file:casimir_gui.jpg|thumb|250px|Figure 1: HEC-RAS graphical user interface (GUI) (source: HEC-RAS 5.0.6).]]
[[file:hecras_cross_sections.png|thumb|250px|Figure 2: HEC-RAS output: cross sections (source: HEC-RAS 5.0.6).]]
[[file:hecras_profiles.png|thumb|250px|Figure 3: HEC-RAS output: river profiles (source: HEC-RAS 5.0.6).]]
[[file:hecras_rating_curve.png|thumb|250px|Figure 4: HEC-RAS output: stage-discharge relationship (source: HEC-RAS 5.0.6).]]
[[file:hecras_stage.png|thumb|250px|Figure 5: HEC-RAS output: stage (source: HEC-RAS 5.0.6).]]
[[file:hecras_mapper.jpg|thumb|250px|Figure 6: HEC-RAS output: inundation mapping (source: HEC-RAS 5.0.6).]]
[[file:hecras_output.png|thumb|250px|Figure 7: HEC-RAS output: tabular (source: HEC-RAS 5.0.6).]]

Developed by: Hydrologic Engineering Center (CEIWR-HEC), United States Corps of Engineers (USACE)

Date:

Type: [[:Category:Tools|Tool]]

=Introduction=
HEC-RAS (Hydrologic Engineering Center-River Analysis System) is a freely available and widely used software tool for open-channel flow analysis. The first version of the software, originally developed as a one-dimensional (1D) open-channel flow analysis tool, was released in July 1995. In 2016 the ability to perform two-dimensional (2D) modelling was added. The current version allows users to perform 1D/2D unsteady flow modelling, sediment transport/mobile bed computations, and water temperature/water quality modelling for a full network of natural and constructed channels, or a single river reach, under the same graphical user interface (GUI) (Figure 1).

The basic computational procedure of HEC-RAS for steady flow is based on the solution of the 1D energy equation. The friction energy losses are computed by Manning’s equation, and the contraction/expansion head losses by coefficients multiplied by the change in velocity head. The momentum equation may be used in situations where the water surface is rapidly varied (e.g. hydraulic jumps, bridges, river confluences). For the 1D unsteady flow computation, HEC-RAS solves the full 1D Saint-Venant equation using an implicit finite difference method. For the 2D modelling the software solves either the 2D Saint- Venant equations, often referred to as the shallow water equations (with optional momentum additions for turbulence and Coriolis effects) or the 2D diffusion wave equations. This is user-selectable, giving users more flexibility. The shallow water equations solver disregards vertical velocities and assumes hydrostatic pressure, whereas the diffusive wave approximation solver additionally omits unsteady, advection and turbulent viscous terms, which narrows the range of applicability but has many computational advantages. Thus, in general, selection of the 2D diffusion wave equations allows the software to run faster, and has greater stability properties, whereas the 2D Saint-Venant equations are applicable to a wider range of problems.
The 2D unsteady flow equations solver uses an Implicit Finite Volume algorithm. The implicit solution algorithm allows for larger computational time steps than explicit methods. The Finite Volume method guarantees improved stability and robustness over traditional finite difference and finite element techniques with the wetting and drying of 2D cells being very robust.

The 1D and 2D solution algorithms are tightly coupled on a time step basis with an option to iterate between 1D and 2D flow transfers within a time step. This allows for direct feedback at each time step between the 1D and 2D flow elements.

The 2D modelling has a flexible mesh generation allowing the user to generate a computation grid that is a mixture of structured and unstructured mesh types with the possibility of containing a mixture of cell shapes (the model is limited to elements with up to eight sides) and sizes. A user can customize a mesh to suit the terrain, containing predominantly large orthogonal grid cells (which simplifies the numerical discretization, making it more efficient), and where needed smaller cells, orientated appropriately along controlling terrain such as road crests, or along important river channels.

In HEC-RAS, each computational cell and cell face is based on the details of the underlying terrain, which is referred to as ''high resolution subgrid model''. This allows larger cell sizes without compromising the resolution of the results, since it still accurately represents the underlying terrain, with gains in the modelling time.

=Application=
HEC-RAS has a wide range of applications; it can be applied to river/open-channel flow analysis, river rehabilitation/restoration studies, floodplain determination studies, hydraulic structures design and analysis (e.g. bridges, weirs, culverts), sediment transport studies, scour/deposition analysis, dam break analysis (e.g. timing of flood, flood inundation), and water quality analysis.

As input data, it requires geometry data, like topography (e.g. surveyed cross sections, digital elevation model), energy losses (e.g. roughness, expansions and contractions), and hydraulic structures (e.g. bridges, culverts, weirs). Hydrology data (e.g. gauging stations data, measured/observed flow and water depth data) are also needed for calibration/validation and/or boundary conditions. If sediment transport or water quality studies are intended, sediment data (e.g. representative material, appropriate transport equations, appropriate sorting and fall velocity methods) and water quality data (e.g. meteorological data, nutrients data) are required, respectively.

HEC-RAS has an internal GIS tool (RAS Mapper) which provides flexible viewing and manipulation of integrated 1D and 2D results, greatly enhancing the pre- and post-processing capabilities of data within the software.

Outputs of HEC-RAS include graphics, like X-Y plots of the river system schematic, cross-sections (Figure 2), profiles (Figure 3), rating curves (Figure 4), hydrographs (Figure 5), and inundation mapping (Figure 6). Inundation maps can contain multiple background layers, like terrain and aerial photography, and additional geospatial data can be generated for the analysis of velocity, shear stress, stream power, ice thickness and floodway encroachment data. Tabular output (Figure 7) is available with the possibility of selecting pre-defined tables or developing customized tables. The graphical and tabular output can be exported to other software, such as a word-processor or a spreadsheet.

The current version (5.0.6) cannot perform sediment transport and water quality modelling in 2D flow areas, nor use HEC-RAS bridge modelling capabilities inside of a 2D flow area, nor connect pump stations to 2D flow area cells.

=Relevant mitigation measures and test cases=
{{Suitable measures for HEC-RAS}}

=Other information=
HEC-RAS is freely available at: https://www.hec.usace.army.mil/software/hec-ras/.
Since the software is continuously under development, users are encouraged to submit suggestions and requests for enhancement, or to report bugs or possible errors, so current limitations and new additions are worked on to have solutions and improvements in future versions.

The 2D modelling is done with a multi-processor based solution algorithm (parallel computing), to take advantage of multiple processors on a computer, allowing it to run much faster than on a single processor.

HEC-RAS is compatible with several GIS software. HEC-GEO-RAS is an extension for ArcGIS which allows for the pre-processing of geometric data to import to HEC-RAS and the post-processing of the results. It was developed by CEIWR-HEC together with ESRI (Environmental System Research Institute). RiverGIS is a QGIS plug-in for creating HEC-RAS flow model geometry from spatial data, and is a free software released under the GNU General Public License.

=Relevant literature=
*https://www.hec.usace.army.mil/software/hec-ras/
*https://www.hec.usace.army.mil/software/hec-ras/documentation.aspx

=Contact information=
hec.ras@usace.army.mil
[[Category:Tools]]

File:Casimir gui.jpg

2020-04-11T16:42:25Z

António:

{{Information
|author=Hydrologic Engineering Center (CEIWR-HEC)
|source=HEC-RAS 5.0.6
|description=HEC-RAS graphical user interface (GUI)
}}