Spillway Chute Hydraulics - Revision history

Mpollei@gfnet.com at 15:59, 25 July 2023

2023-07-25T15:59:49Z

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 [[Category:Hydraulic Performance of Spillways]]
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 <!-- Introductory paragraph or topic page summary -->
 “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) | Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]</ref>

Mpollei@gfnet.com at 19:01, 11 July 2023

2023-07-11T19:01:27Z

← Older revision		Revision as of 19:01, 11 July 2023
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	==Best Practices Resources==		==Best Practices Resources==
	{{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), USBR~~, 2022~~]]		{{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), USBR]]
	{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS~~, 2019~~]]		{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS]]
	{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS~~, 2014~~]]		{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS]]
	{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) \| Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420), USACE~~, 1997~~]]		{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) \| Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420), USACE]]
	{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE~~, 1992~~]]		{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE]]
	{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42), USBR~~, 1990~~]]		{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42), USBR]]

	==Trainings==		==Trainings==

Grichards at 23:55, 16 March 2023

2023-03-16T23:55:08Z

← Older revision		Revision as of 23:55, 16 March 2023
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	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"/>		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"/>

	See also: [[Anatomy of Dams]] > [[Water Conveyance]] > [[Spillways]] > [[Uncontrolled Spillways]] > [[~~Stepped~~ Chute Spillways]]		See also: [[Anatomy of Dams]] > [[Water Conveyance]] > [[Spillways]] > [[Uncontrolled Spillways]] > [[Chute Spillways]]

	==Examples==		==Examples==

Grichards at 23:52, 16 March 2023

2023-03-16T23:52:49Z

← Older revision		Revision as of 23:52, 16 March 2023
Line 9:		Line 9:

	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"/>		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"/>

			See also: [[Anatomy of Dams]] > [[Water Conveyance]] > [[Spillways]] > [[Uncontrolled Spillways]] > [[Stepped Chute Spillways]]

	==Examples==		==Examples==
Line 14:		Line 16:
	{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate hydraulic capacity of a spillway chute from the failure of El Guapo Dam (DamFailures.org)]		{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate hydraulic capacity of a spillway chute from the failure of El Guapo Dam (DamFailures.org)]

	~~<noautolinks>~~==Best Practices Resources==~~</noautolinks>~~		==Best Practices Resources==
	{{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), USBR, 2022]]		{{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), USBR, 2022]]
	{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS, 2019]]		{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS, 2019]]

Grichards at 23:52, 26 January 2023

2023-01-26T23:52:48Z

← Older revision		Revision as of 23:52, 26 January 2023
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	==Examples==		==Examples==
	{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate chute ~~design~~ from the failure of El Guapo Dam (~~Dam Failures~~.org)]		{{Website Icon}} [https://damfailures.org/case-study/oroville-dam-california-2017/ Learn about the importance of spillway chute design and construction from the incident at Oroville Dam (DamFailures.org)]
			{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate hydraulic capacity of a spillway chute from the failure of El Guapo Dam (DamFailures.org)]

	<noautolinks>==Best Practices Resources==</noautolinks>		<noautolinks>==Best Practices Resources==</noautolinks>

Rmanwaring at 20:51, 19 December 2022

2022-12-19T20:51:04Z

← Older revision		Revision as of 20:51, 19 December 2022
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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 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) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]</ref>		“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) \| Hydraulic Design of Spillways (EM 1110-2-1603), 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"/>

	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"/>

	==Examples==		==Examples==

Rmanwaring at 20:50, 19 December 2022

2022-12-19T20:50:31Z

← Older revision		Revision as of 20:50, 19 December 2022
Line 4:		Line 4:
	----		----
	<!-- Introductory paragraph or topic page summary -->		<!-- Introductory paragraph or topic page summary -->
	“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>		“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) \| Hydraulic Design of Spillways (EM 1110-2-1603), 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>

Rmanwaring at 23:26, 13 December 2022

2022-12-13T23:26:01Z

← Older revision		Revision as of 23:26, 13 December 2022
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	{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate chute design from the failure of El Guapo Dam (Dam Failures.org)]		{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate chute design from the failure of El Guapo Dam (Dam Failures.org)]

	==Best Practices Resources==		<noautolinks>==Best Practices Resources==</noautolinks>
	{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs ~~(Natural Resources Conservation Service)~~]]		{{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), USBR, 2022]]
	{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design (~~Natural Resources Conservation Service~~)]]		{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS, 2019]]
	{{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}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS, 2014]]
	{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42) ~~(Bureau of Reclamation)]]~~		{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) \| Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420), USACE, 1997]]
	{{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}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]
	~~{{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)~~]]		{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42), USBR, 1990]]

	==Trainings==		==Trainings==

Grichards at 21:51, 13 December 2022

2022-12-13T21:51:15Z

← Older revision		Revision as of 21:51, 13 December 2022
Line 7:		Line 7:

	“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>

Grichards at 19:02, 2 December 2022

2022-12-02T19:02:32Z

← Older revision		Revision as of 19:02, 2 December 2022
Line 4:		Line 4:
	----		----
	<!-- Introductory paragraph or topic page summary -->		<!-- Introductory paragraph or topic page summary -->
	“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 ~~slop~~ 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>		“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==

← Older revision		Revision as of 19:01, 11 July 2023
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	==Best Practices Resources==		==Best Practices Resources==
	{{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), USBR~~, 2022~~]]		{{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), USBR]]
	{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS~~, 2019~~]]		{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS]]
	{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS~~, 2014~~]]		{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS]]
	{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) \| Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420), USACE~~, 1997~~]]		{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) \| Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420), USACE]]
	{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE~~, 1992~~]]		{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE]]
	{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42), USBR~~, 1990~~]]		{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42), USBR]]

	==Trainings==		==Trainings==

← Older revision		Revision as of 23:26, 13 December 2022
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	{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate chute design from the failure of El Guapo Dam (Dam Failures.org)]		{{Website Icon}} [https://damfailures.org/case-study/el-guapo-dam-venezuela-1999/ Learn about the importance of adequate chute design from the failure of El Guapo Dam (Dam Failures.org)]

	==Best Practices Resources==		<noautolinks>==Best Practices Resources==</noautolinks>
	{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs ~~(Natural Resources Conservation Service)~~]]		{{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), USBR, 2022]]
	{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design (~~Natural Resources Conservation Service~~)]]		{{Document Icon}} [[Technical Release 210-60: Earth Dams and Reservoirs \| Technical Release 210-60: Earth Dams and Reservoirs, NRCS, 2019]]
	{{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}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS, 2014]]
	{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42) ~~(Bureau of Reclamation)]]~~		{{Document Icon}}[[Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420) \| Hydrologic Engineering Requirements for Reservoirs (EM 1110-2-1420), USACE, 1997]]
	{{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}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]
	~~{{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)~~]]		{{Document Icon}} [[Cavitation in Chutes and Spillways (EM 42) \| Cavitation in Chutes and Spillways (EM 42), USBR, 1990]]

	==Trainings==		==Trainings==

← Older revision		Revision as of 21:51, 13 December 2022
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	“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>

← Older revision		Revision as of 19:02, 2 December 2022
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	----		----
	<!-- Introductory paragraph or topic page summary -->		<!-- Introductory paragraph or topic page summary -->
	“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 ~~slop~~ 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>		“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==