Spillway Chute Hydraulics: Difference between revisions
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“The chute is that portion of the spillway which connects the crest curve to the terminal structure. The term chute when used in conjunction with a spillway implies that the velocity is supercritical; thus, the Froude number is greater than one. When the spillway is an integral part of a concrete gravity monolith, the chute is usually very steep. Chutes as steep as 1.0 vertical on 0.7 horizontal are not uncommon. The steepness thus minimizes the chute length. Chutes used in conjunction with [[Embankment Dams|embankment dams]] often must be long with a | “The chute is that portion of the spillway which connects the crest curve to the terminal structure. The term chute when used in conjunction with a spillway implies that the velocity is supercritical; thus, the Froude number is greater than one. When the spillway is an integral part of a concrete gravity monolith, the chute is usually very steep. Chutes as steep as 1.0 vertical on 0.7 horizontal are not uncommon. The steepness thus minimizes the chute length. Chutes used in conjunction with [[Embankment Dams|embankment dams]] often must be long with a slope slightly steeper than the critical slope. This long, prominent structure is termed a chute spillway. The designs for long spillway chutes and steep chutes on concrete dam monoliths involve many of the same geometric and hydraulic considerations. Due to the extreme slope and short length of a steep chute, many of the hydraulic characteristics that become prominent in spillway chutes have insufficient time to develop prior to reaching the terminal structure.” <ref name="EM110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) | EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref> | ||
“Hydraulic characteristics that must be considered in the design of a chute are the velocity and depth of flow, air entrainment of the flow, pier and abutment waves, floor and wall pressures, [[cavitation]] indices, superelevation of the flow surface at curves, and standing waves due to the geometry of the chute. Obtaining acceptable hydraulic characteristics is dependent upon developing proper geometric conditions that include chute floor slope changes, horizontal alignment changes (curves), and sidewall convergence… A model study is recommended to confirm any design that involves complex geometric considerations and/or large discharges and velocities.” <ref name="EM110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) | EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref> | “Hydraulic characteristics that must be considered in the design of a chute are the velocity and depth of flow, air entrainment of the flow, pier and abutment waves, floor and wall pressures, [[cavitation]] indices, superelevation of the flow surface at curves, and standing waves due to the geometry of the chute. Obtaining acceptable hydraulic characteristics is dependent upon developing proper geometric conditions that include chute floor slope changes, horizontal alignment changes (curves), and sidewall convergence… A model study is recommended to confirm any design that involves complex geometric considerations and/or large discharges and velocities.” <ref name="EM110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) | EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref> | ||
“Water flowing over a spillway or through a sluiceway is capable of causing severe erosion of the stream bed and banks below the dam. Consequently, the dam and its appurtenant works must be so designed that harmful erosion is minimized… The channel downstream should have adequate capacity to carry most flows from reservoir releases. After the water has lost most of its energy in the energy-dissipating devices, it is usually transported downstream through the natural channel to its destination points. With the expected release rates, the channel should be able to resist excessive erosion and scour and have a large enough capacity to prevent downstream flooding except during large floods”.<ref name="EM 1110-2-1420">[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) | EM 1110-2-1420 Hydrologic Engineering Requirements for Reservoirs, USACE, 1997]]</ref> | |||
Spillway chutes do not have to be designed with parallel sidewalls. Chutes commonly are designed and constructed with either diverging or converging sidewalls for a variety of site-specific reasons. “The height of a chute sidewall should be designed to contain the flow of the spillway design flood… The computed profile may require adjustment to account for the effects of pier end waves, slug flow or roll waves, and air entrainment. Sidewall freeboard is added above the adjusted profile; as a minimum, two feet of freeboard is recommended.” <ref name="EM110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) | EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref> | Spillway chutes do not have to be designed with parallel sidewalls. Chutes commonly are designed and constructed with either diverging or converging sidewalls for a variety of site-specific reasons. “The height of a chute sidewall should be designed to contain the flow of the spillway design flood… The computed profile may require adjustment to account for the effects of pier end waves, slug flow or roll waves, and air entrainment. Sidewall freeboard is added above the adjusted profile; as a minimum, two feet of freeboard is recommended.” <ref name="EM110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) | EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref> | ||
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{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) | Hydraulic Design of Spillways (EM 1110-2-1603) (U.S. Army Corps of Engineers)]] | {{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) | Hydraulic Design of Spillways (EM 1110-2-1603) (U.S. Army Corps of Engineers)]] | ||
{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) | Cavitation in Chutes and Spillways (EM 42) (Bureau of Reclamation)]] | {{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) | Cavitation in Chutes and Spillways (EM 42) (Bureau of Reclamation)]] | ||
{{Document Icon}}[[Design Standards No. 14: Appurtenant Structures for Dams (Ch. 3: General Spillway Design Considerations)|Design Standards No. 14: Appurtenant Structures for Dams (Ch. 3: General Spillway Design Considerations) (Bureau of Reclamation)]] | |||
{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420)|Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) (U.S. Army Corps of Engineers)]] | |||
==Trainings== | ==Trainings== | ||
Revision as of 19:02, 2 December 2022
“The chute is that portion of the spillway which connects the crest curve to the terminal structure. The term chute when used in conjunction with a spillway implies that the velocity is supercritical; thus, the Froude number is greater than one. When the spillway is an integral part of a concrete gravity monolith, the chute is usually very steep. Chutes as steep as 1.0 vertical on 0.7 horizontal are not uncommon. The steepness thus minimizes the chute length. Chutes used in conjunction with embankment dams often must be long with a slope slightly steeper than the critical slope. This long, prominent structure is termed a chute spillway. The designs for long spillway chutes and steep chutes on concrete dam monoliths involve many of the same geometric and hydraulic considerations. Due to the extreme slope and short length of a steep chute, many of the hydraulic characteristics that become prominent in spillway chutes have insufficient time to develop prior to reaching the terminal structure.” [1]
“Hydraulic characteristics that must be considered in the design of a chute are the velocity and depth of flow, air entrainment of the flow, pier and abutment waves, floor and wall pressures, cavitation indices, superelevation of the flow surface at curves, and standing waves due to the geometry of the chute. Obtaining acceptable hydraulic characteristics is dependent upon developing proper geometric conditions that include chute floor slope changes, horizontal alignment changes (curves), and sidewall convergence… A model study is recommended to confirm any design that involves complex geometric considerations and/or large discharges and velocities.” [1]
“Water flowing over a spillway or through a sluiceway is capable of causing severe erosion of the stream bed and banks below the dam. Consequently, the dam and its appurtenant works must be so designed that harmful erosion is minimized… The channel downstream should have adequate capacity to carry most flows from reservoir releases. After the water has lost most of its energy in the energy-dissipating devices, it is usually transported downstream through the natural channel to its destination points. With the expected release rates, the channel should be able to resist excessive erosion and scour and have a large enough capacity to prevent downstream flooding except during large floods”.[2]
Spillway chutes do not have to be designed with parallel sidewalls. Chutes commonly are designed and constructed with either diverging or converging sidewalls for a variety of site-specific reasons. “The height of a chute sidewall should be designed to contain the flow of the spillway design flood… The computed profile may require adjustment to account for the effects of pier end waves, slug flow or roll waves, and air entrainment. Sidewall freeboard is added above the adjusted profile; as a minimum, two feet of freeboard is recommended.” [1]
Examples
Best Practices Resources
Technical Release 210-60: Earth Dams and Reservoirs (Natural Resources Conservation Service)
Hydraulic Design of Spillways (EM 1110-2-1603) (U.S. Army Corps of Engineers)
Cavitation in Chutes and Spillways (EM 42) (Bureau of Reclamation)
Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) (U.S. Army Corps of Engineers)
Trainings
On-Demand Webinar: Intro to Cavitation in Chutes and Spillways
On-Demand Webinar: Designing Spillways to Mitigate Failure Modes
Citations:
Revision ID: 4791
Revision Date: 12/02/2022