Spillway Control Structures - Revision history

Mpollei@gfnet.com at 14:50, 25 July 2023

2023-07-25T14:50:09Z

← Older revision		Revision as of 14:50, 25 July 2023
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	<!-- Add picture caption -->		<!-- Add picture caption -->
	\|caption=Labyrinth spillways are commonly installed to increase weir length and the associated discharge capacity.		\|caption=Labyrinth spillways are commonly installed to increase weir length and the associated discharge capacity.
	(Image Source: [Gannett Fleming])		(Image Source: Gannett Fleming)
	}}		}}

Mpollei@gfnet.com at 21:11, 18 July 2023

2023-07-18T21:11:37Z

← Older revision		Revision as of 21:11, 18 July 2023
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	<!-- Add picture caption -->		<!-- Add picture caption -->
	\|caption=Labyrinth spillways are commonly installed to increase weir length and the associated discharge capacity.		\|caption=Labyrinth spillways are commonly installed to increase weir length and the associated discharge capacity.
			(Image Source: [Gannett Fleming])
	}}		}}

Mpollei@gfnet.com at 18:27, 11 July 2023

2023-07-11T18:27:34Z

← Older revision		Revision as of 18:27, 11 July 2023
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	<noautolinks>==Best Practices Resources==</noautolinks>		<noautolinks>==Best Practices Resources==</noautolinks>
	{{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}} [[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}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations, NRCS~~, 2012~~]]		{{Document Icon}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations, NRCS]]
	{{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}} [[Design of Small Dams \| Design of Small Dams, USBR~~, 1987~~]]		{{Document Icon}} [[Design of Small Dams \| Design of Small Dams, USBR]]
	{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways, NRCS~~, 1968~~]]		{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways, NRCS]]
	{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method, USGS~~, 1968~~]]		{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method, USGS]]
	{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397), USGS~~, 1967~~]]		{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397), USGS]]

	<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. -->		<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. -->

Rmanwaring at 20:41, 19 December 2022

2022-12-19T20:41:31Z

← Older revision		Revision as of 20:41, 19 December 2022
Line 15:		Line 15:
	“A major component of a spillway is the control device, which regulates the outflows from the reservoir. A control device limits or prevents outflows below fixed reservoir levels and regulates releases when the reservoir rises above that level. A control structure may consist of a sill, weir, orifice, or pipe. The discharge-head relationship may be fixed, as in the case of a simple overflow crest, or unregulated port, or it may be variable, as with a gate crest or a valve- or gate-controlled pipe”.<ref name="Small Dams">[[Design of Small Dams \| Design of Small Dams, USBR, 1987]]</ref>		“A major component of a spillway is the control device, which regulates the outflows from the reservoir. A control device limits or prevents outflows below fixed reservoir levels and regulates releases when the reservoir rises above that level. A control structure may consist of a sill, weir, orifice, or pipe. The discharge-head relationship may be fixed, as in the case of a simple overflow crest, or unregulated port, or it may be variable, as with a gate crest or a valve- or gate-controlled pipe”.<ref name="Small Dams">[[Design of Small Dams \| Design of Small Dams, USBR, 1987]]</ref>

	“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 ~~Hydraulic Design of Spillways~~, USACE, 1992]]</ref>		“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]</ref>

	“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probable maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| ~~FEMA 484~~ Technical Manual: Conduits through Embankment Dams, 2005]]</ref>		“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probable maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| Technical Manual: Conduits through Embankment Dams (FEMA P-484), 2005]]</ref>

	“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />		“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />

Rmanwaring: /* Best Practices Resources */

2022-12-13T23:23:12Z

Best Practices Resources

← Older revision		Revision as of 23:23, 13 December 2022
Line 32:		Line 32:
	* [[Gates/Bulkheads \| Gated Spillways]]		* [[Gates/Bulkheads \| Gated Spillways]]

	==Best Practices Resources==		<noautolinks>==Best Practices Resources==</noautolinks>
	{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design ~~(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 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations (~~Natural Resources Conservation Service~~)]]		{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS, 2014]]
	{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways ~~(Natural Resources Conservation Service)~~]]		{{Document Icon}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations, NRCS, 2012]]
	{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method ~~(U.S. Geological Survey)~~]]		{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]
	{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397) ~~(U.S. Geological Survey)~~]]		{{Document Icon}} [[Design of Small Dams \| Design of Small Dams, USBR, 1987]]
	~~{{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}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways, NRCS, 1968]]
	{{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}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method, USGS, 1968]]
	~~{{Document Icon}} [[Design of Small Dams \| Design of Small Dams (Bureau of Reclamation)]]~~		{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397), USGS, 1967]]


	<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. -->		<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. -->

Grichards at 21:40, 13 December 2022

2022-12-13T21:40:49Z

← Older revision		Revision as of 21:40, 13 December 2022
Line 30:		Line 30:
	* [[Fuseplug Spillways]]		* [[Fuseplug Spillways]]
	* [[Fusegate Spillways]]		* [[Fusegate Spillways]]
	* [[Gates \| Gated Spillways]]		* [[Gates/Bulkheads \| Gated Spillways]]

	==Best Practices Resources==		==Best Practices Resources==

Grichards at 21:05, 13 December 2022

2022-12-13T21:05:23Z

← Older revision		Revision as of 21:05, 13 December 2022
Line 17:		Line 17:
	“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref>		“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref>

	“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated ~~probably~~ maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| FEMA 484 Technical Manual: Conduits through Embankment Dams, 2005]]</ref>		“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probable maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| FEMA 484 Technical Manual: Conduits through Embankment Dams, 2005]]</ref>

	“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />		“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />

Grichards at 18:47, 2 December 2022

2022-12-02T18:47:14Z

← Older revision		Revision as of 18:47, 2 December 2022
Line 13:		Line 13:

	<!-- Introductory paragraph or topic page summary -->		<!-- Introductory paragraph or topic page summary -->
	“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, [[permitting]] the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="~~EM110-2-1603">[[Hydraulic Design of Spillways (~~EM 1110-2-1603~~) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]<~~/~~ref~~>		“A major component of a spillway is the control device, which regulates the outflows from the reservoir. A control device limits or prevents outflows below fixed reservoir levels and regulates releases when the reservoir rises above that level. A control structure may consist of a sill, weir, orifice, or pipe. The discharge-head relationship may be fixed, as in the case of a simple overflow crest, or unregulated port, or it may be variable, as with a gate crest or a valve- or gate-controlled pipe”.<ref name="Small Dams">[[Design of Small Dams \| Design of Small Dams, USBR, 1987]]</ref>

			“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref>

			“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probably maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| FEMA 484 Technical Manual: Conduits through Embankment Dams, 2005]]</ref>

			“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />

	==Types of Control Structures==		==Types of Control Structures==

Grichards at 05:07, 18 November 2022

2022-11-18T05:07:56Z

← Older revision		Revision as of 05:07, 18 November 2022
Line 1:		Line 1:
	<!-- Delete any sections that are not necessary to your topic. Add pictures/sections as needed -->		<!-- Delete any sections that are not necessary to your topic. Add pictures/sections as needed -->
	__NOTOC__		__NOTOC__
			[[Category:Hydraulic Performance of Spillways]]
	----		----
	{{Picture		{{Picture

Rmanwaring at 19:59, 21 October 2022

2022-10-21T19:59:19Z

← Older revision		Revision as of 18:27, 11 July 2023
Line 33:		Line 33:

	<noautolinks>==Best Practices Resources==</noautolinks>		<noautolinks>==Best Practices Resources==</noautolinks>
	{{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}} [[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}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations, NRCS~~, 2012~~]]		{{Document Icon}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations, NRCS]]
	{{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}} [[Design of Small Dams \| Design of Small Dams, USBR~~, 1987~~]]		{{Document Icon}} [[Design of Small Dams \| Design of Small Dams, USBR]]
	{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways, NRCS~~, 1968~~]]		{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways, NRCS]]
	{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method, USGS~~, 1968~~]]		{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method, USGS]]
	{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397), USGS~~, 1967~~]]		{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397), USGS]]

	<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. -->		<!-- In the location of an in text citation, simply enclose the citation as follows: <ref> citation </ref>. Citations will automatically populate. Learn more at https://www.mediawiki.org/wiki/Help:Cite. -->

← Older revision		Revision as of 20:41, 19 December 2022
Line 15:		Line 15:
	“A major component of a spillway is the control device, which regulates the outflows from the reservoir. A control device limits or prevents outflows below fixed reservoir levels and regulates releases when the reservoir rises above that level. A control structure may consist of a sill, weir, orifice, or pipe. The discharge-head relationship may be fixed, as in the case of a simple overflow crest, or unregulated port, or it may be variable, as with a gate crest or a valve- or gate-controlled pipe”.<ref name="Small Dams">[[Design of Small Dams \| Design of Small Dams, USBR, 1987]]</ref>		“A major component of a spillway is the control device, which regulates the outflows from the reservoir. A control device limits or prevents outflows below fixed reservoir levels and regulates releases when the reservoir rises above that level. A control structure may consist of a sill, weir, orifice, or pipe. The discharge-head relationship may be fixed, as in the case of a simple overflow crest, or unregulated port, or it may be variable, as with a gate crest or a valve- or gate-controlled pipe”.<ref name="Small Dams">[[Design of Small Dams \| Design of Small Dams, USBR, 1987]]</ref>

	“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 ~~Hydraulic Design of Spillways~~, USACE, 1992]]</ref>		“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]</ref>

	“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probable maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| ~~FEMA 484~~ Technical Manual: Conduits through Embankment Dams, 2005]]</ref>		“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probable maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| Technical Manual: Conduits through Embankment Dams (FEMA P-484), 2005]]</ref>

	“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />		“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />

← Older revision		Revision as of 23:23, 13 December 2022
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	* [[Gates/Bulkheads \| Gated Spillways]]		* [[Gates/Bulkheads \| Gated Spillways]]

	==Best Practices Resources==		<noautolinks>==Best Practices Resources==</noautolinks>
	{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design ~~(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 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations (~~Natural Resources Conservation Service~~)]]		{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design, NRCS, 2014]]
	{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways ~~(Natural Resources Conservation Service)~~]]		{{Document Icon}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations, NRCS, 2012]]
	{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method ~~(U.S. Geological Survey)~~]]		{{Document Icon}} [[Hydraulic Design of Spillways (EM 1110-2-1603) \| Hydraulic Design of Spillways (EM 1110-2-1603), USACE, 1992]]
	{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397) ~~(U.S. Geological Survey)~~]]		{{Document Icon}} [[Design of Small Dams \| Design of Small Dams, USBR, 1987]]
	~~{{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}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways, NRCS, 1968]]
	{{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}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method, USGS, 1968]]
	~~{{Document Icon}} [[Design of Small Dams \| Design of Small Dams (Bureau of Reclamation)]]~~		{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397), USGS, 1967]]


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← Older revision		Revision as of 21:05, 13 December 2022
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	“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref>		“A controlled crest is one that includes gates which are used to control the flow; the uncontrolled crest is one unencumbered by gates. The crest and/or gates located near the crest provide the flow control through the spillway system. The capacity of the spillway is dependent upon the crest shape, crest length, and the hydraulic head. The hydraulic head is modified by approach conditions, pier and/or abutment effects, and submergence. To provide a high-efficiency spillway and yet produce a safe, low-maintenance structure, the crest shape must provide a high discharge coefficient and fairly uniform and predictable pressures on the crest boundary”.<ref name="EM 1110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref>

	“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated ~~probably~~ maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| FEMA 484 Technical Manual: Conduits through Embankment Dams, 2005]]</ref>		“Ideally, the spillway should be designed to operate with crest control throughout the entire expected range of discharge. However, the range of expected discharge is based on the current hydrologic data. Spillway flood flow rates may change due to updated probable maximum [[precipitation]] quantities; changes in the basin runoff characteristics could vary significantly with time; and the project [[operation]] may be revised at a future date, which may result in an increase above the original spillway design flow. Any of these factors, separately or in combination, could be sufficient to cause a spillway designed for crest control to shift to conduit control in the upper range of expected discharge”.<ref name="FEMA 484">[[Technical Manual: Conduits through Embankment Dams (FEMA P-484) \| FEMA 484 Technical Manual: Conduits through Embankment Dams, 2005]]</ref>

	“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />		“The value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, <noautolinks>permitting</noautolinks> the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM 1110-2-1603" />

← Older revision		Revision as of 19:59, 21 October 2022
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	<!-- Introductory paragraph or topic page summary -->		<!-- Introductory paragraph or topic page summary -->
	“The value of an uncontrolled fixed crest spillway in providing an extremely reliable operation and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating reservoir level, in turn, permitting the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <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 value of an uncontrolled fixed crest spillway in providing an extremely reliable [[operation]] and a very low-cost maintenance facility is undeniable. Topographical, geological, economical, and political considerations at many dam sites may restrict the use of an uncontrolled fixed crest spillway. The solution to these problems is usually the inclusion of crest gates; however, the uncontrolled fixed crest spillway should be used regardless of these considerations when the time of concentration of the basin runoff into the reservoir is less than 12 hours. When the time of concentration is between 12 and 24 hours, an uncontrolled fixed crest spillway should be given preference over a gated spillway. Basically, the inclusion of crest gates allows the spillway crest to be placed significantly below the maximum operating [[Reservoir Level\|reservoir level]], in turn, [[permitting]] the entire reservoir to be used for normal operating purposes; and results in a much narrower spillway facility, avoiding the problems associated with high unit discharge/high-velocity flow and increased operation and maintenance costs. A gated spillway must include, as a minimum, two or preferably three spillway gates in order to satisfy safety concerns” <ref name="EM110-2-1603">[[Hydraulic Design of Spillways (EM 1110-2-1603) \| EM 1110-2-1603 Hydraulic Design of Spillways, USACE, 1992]]</ref>

	==Types of Control Structures==		==Types of Control Structures==
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	* [[Fuseplug Spillways]]		* [[Fuseplug Spillways]]
	* [[Fusegate Spillways]]		* [[Fusegate Spillways]]
	* [[Gates\|Gated Spillways]]		* [[Gates \| Gated Spillways]]

	==Best Practices Resources==		==Best Practices Resources==
	{{Document Icon}} [[~~Dams~~ National Engineering Handbook: Chapter 50- Earth Spillway Design\|~~Dams~~ National Engineering Handbook: Chapter 50- Earth Spillway Design (Natural Resources Conservation Service)]]		{{Document Icon}} [[National Engineering Handbook: Chapter 50 - Earth Spillway Design \| National Engineering Handbook: Chapter 50 - Earth Spillway Design (Natural Resources Conservation Service)]]
	{{Document Icon}} [[~~Hydrology~~ National Engineering Handbook: Chapter 14- Stage Discharge Relations\|National Engineering Handbook: Chapter 14- Stage Discharge Relations (Natural Resources Conservation Service)]]		{{Document Icon}} [[National Engineering Handbook: Chapter 14 - Stage Discharge Relations \| National Engineering Handbook: Chapter 14 - Stage Discharge Relations (Natural Resources Conservation Service)]]
	{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways\|Technical Release 210-39: Hydraulics of Broad-Crested Spillways (Natural Resources Conservation Service)]]		{{Document Icon}} [[Technical Release 210-39: Hydraulics of Broad-Crested Spillways \| Technical Release 210-39: Hydraulics of Broad-Crested Spillways (Natural Resources Conservation Service)]]
	{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method\|Measurement of Peak Discharge at Dams by Indirect Method (U.S. Geological Survey)]]		{{Document Icon}} [[Measurement of Peak Discharge at Dams by Indirect Method \| Measurement of Peak Discharge at Dams by Indirect Method (U.S. Geological Survey)]]
	{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397)\|Discharge Characteristics of Broad-Crested Weirs (GSC-397) (U.S. Geological Survey)]]		{{Document Icon}} [[Discharge Characteristics of Broad-Crested Weirs (GSC-397) \| Discharge Characteristics of Broad-Crested Weirs (GSC-397) (U.S. Geological Survey)]]
	{{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}} [[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}} [[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}} [[Design of Small Dams\|Design of Small Dams (Bureau of Reclamation)]]		{{Document Icon}} [[Design of Small Dams \| Design of Small Dams (Bureau of Reclamation)]]