Difference between revisions of "Dry ponds"

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Detention time
 
Detention time
 
A detention time of 24 hours should be targeted in all instances. Where this necessaitates a very low outflow, a [[Flow control#Vortex valve|vortex valve]] or similar is recommended over an orifice or pipe restiction. The detention time is approximated by the drawdown time.
 
A detention time of 24 hours should be targeted in all instances. Where this necessaitates a very low outflow, a [[Flow control#Vortex valve|vortex valve]] or similar is recommended over an orifice or pipe restiction. The detention time is approximated by the drawdown time.
 
 
The drawdown time in the pond can be estimated using Equation 4.10. Equation 4.10 is the classic falling head orifice equation which assumes a constant pond surface area. This assumption is generally not valid, and a more accurate estimation can be made if Equation 4.10 is solved as a differential equation. This is easily done if the relationship between pond surface area and pond depth is approximated using a linear regression.
 
The drawdown time in the pond can be estimated using Equation 4.10. Equation 4.10 is the classic falling head orifice equation which assumes a constant pond surface area. This assumption is generally not valid, and a more accurate estimation can be made if Equation 4.10 is solved as a differential equation. This is easily done if the relationship between pond surface area and pond depth is approximated using a linear regression.
  
Equation 4.10: Drawdown Time
+
<math>A_O=\frac{2A_{P}}{t\ C(2g^{0.5})}\left ( h_{1}^{0.5}-h_{2}^{0.5} \right )</math>
  
 
t = start fraction 2 A subscript p over C A subscript o left-parenthesis 2 g right-parenthesis superscript 0 point 5 end fraction left-parenthesis h subscript 1 superscript 0 point 5 minus h subscript 2 superscript 0 point 5 right-parenthesis
 
t = start fraction 2 A subscript p over C A subscript o left-parenthesis 2 g right-parenthesis superscript 0 point 5 end fraction left-parenthesis h subscript 1 superscript 0 point 5 minus h subscript 2 superscript 0 point 5 right-parenthesis
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<ref>Ontario Ministry of Environment. (2003). Stormwater Management Planning and Design Manual. Retrieved January 15, 2017, from https://www.ontario.ca/document/stormwater-management-planning-and-design-manual/stormwater-management-plan-and-swmp-design</ref>
 
<ref>Ontario Ministry of Environment. (2003). Stormwater Management Planning and Design Manual. Retrieved January 15, 2017, from https://www.ontario.ca/document/stormwater-management-planning-and-design-manual/stormwater-management-plan-and-swmp-design</ref>
 
  
 
===Excess flow control===
 
===Excess flow control===

Revision as of 23:21, 20 March 2018

Also known as infiltration basins or detention basins (according to their features). Dry ponds are a grassed alternative to bioretention cells. This permits the landscape to be accessed and used as an amenity space.

Overview[edit]

Dry ponds are recommended as flood control structures to accommodate occasional excess overflow downstream of other structural BMPs. They should be integrated into the landscape as useful, accessible public space.

Dry ponds are ideal for:

  • Managing infrequent extreme flow events,
  • incorporating into parks and other green recreational spaces,
  • distributing across a larger development site

Planning considerations[edit]

Dry ponds are a useful tool for managing flooding during larger storm events. They are well suited to being placed downstream of other smaller distributed BMPs for occasional backup flood protection. Where possible they should be integrated into amenity space, given that users rarely wish to continue outdoor activities during such intense rainstorms.

Risk[edit]

Where temporary storage of water occurs on the surface the depth and rate of rise of the water should be sufficiently low that risks posed by the water body are minimized for site users (taking into account the temporary nature of the storage facility which will mean that the public are not accustomed to its presence). A risk assessment should be undertaken of the frequency and rate of flooding to a range of inundation depths in order that public safety is not jeopardised. [1]

Design[edit]

The bottom of a dry pond should be flat to encourage uniform ponding and infiltration across the entire surface. Recommended tolerance on base levels 10 mm in 3m.

The side slopes should be no steeper than 1:3 to permit vegetation stabilization and access for maintenance and amenity. This may be relaxed where the pond area is very shallow (0.5 m). stepped or benched slopes are also a possibility, but consideration should be made of maintenance access. [1]

Volume[edit]

The surface storage volume of a dry pond (Ap) is determined:

Where:

Outlet[edit]

Detention time A detention time of 24 hours should be targeted in all instances. Where this necessaitates a very low outflow, a vortex valve or similar is recommended over an orifice or pipe restiction. The detention time is approximated by the drawdown time. The drawdown time in the pond can be estimated using Equation 4.10. Equation 4.10 is the classic falling head orifice equation which assumes a constant pond surface area. This assumption is generally not valid, and a more accurate estimation can be made if Equation 4.10 is solved as a differential equation. This is easily done if the relationship between pond surface area and pond depth is approximated using a linear regression.

t = start fraction 2 A subscript p over C A subscript o left-parenthesis 2 g right-parenthesis superscript 0 point 5 end fraction left-parenthesis h subscript 1 superscript 0 point 5 minus h subscript 2 superscript 0 point 5 right-parenthesis

or if a relationship between Ap and h is known (i.e., A = C2h + C3)

t = start fraction 0 point 66 C subscript 2 h superscript 1 point 5 + 2 C subscript 3 h superscript 0 point 5 over 2 point 75 A subscript o end fraction

where:

t drawdown time in seconds Ap surface area of the pond(m²) C discharge coefficient (typically 0.63) A0 cross-sectional area of the orifice(m²) g gravitational acceleration constant (9.81,/s2) h1 starting water elevation above the orifice (m) h2 ending water elevation above the orifice (m) C2 slope coefficient from the area-depth linear regression C3 intercept from the area-depth linear regression

[2]

Excess flow control[edit]

A two stage riser with low flow controlled with an orifice and high flow controlled with a weir.

There are many configurations for multistage risers according to the flow control requirements. It is easiest to begin downstream and design with the the highest return period required in mind. e.g. start by specifying the pipe/culvert component to control the 100 year flow. Then to work backwards to size the lip or weir at the top of the structure to meet the next return period flow.

The riser is then designed with flow through one or more orifices.

Where:

  • Z = the depth of ponded water in m,
  • Z0 = the elevation of the bottom of the orifice in m,
  • H0 = the height of the orifice in m,
  • Z1 = the elevation of the weir in m,
  • Cw = the weir coefficient,
  • Lw = the length of the weir in m,
  • Cd = the discharge coefficient of the orifice (often defaulted to 0.6 for a sharp edged orifice),
  • Ao = the cross-sectional area of the orifice in m2,

See also[edit]

For review[edit]

https://www.hydrologystudio.com/no-fail-detention-pond-design/ https://www.hydrologystudio.com/no-fail-detention-pond-design/

Modeling[edit]

Dry ponds are found in storage element in the LID TTT
The largest area is at the top, level 0 m; each subsequent lower depth has a smaller area

TTT.png

A dry pond as a storage element (key parameters) in the Treatment Train Tool.
Stage Storage
Name Important to have a unique name, to connect it with the catchment area
Storage type Dry detention ponds
Bottom elevation (m) This is important to correspond with other components,
e.g. when the overflow is coupled to another BMP within a treatment train
Maximum depth (m)
Lined/unlined Unlined (ideally)
Underlying soil Choose from five; sandy soils drain more quickly.
Evaporation factor ?
Suction head (mm) ?
Saturated conductivity (mm/hr) ?
Initial soil moisture deficit (fraction) ?
Curves
The Curves table is designed to accommodate the side slopes. The top line begins at 0 m, with subsequent depths in the following lines.

Materials[edit]

Resilient turf grasses are particularly useful in the design of vegetated filter strips, dry ponds and enhanced grass swales. The Ministry of Transportation have standardized a number of grass mixes[3]. The 'Salt Tolerant Mix' is of particular value for low impact development applications alongside asphalt roadways and paved walkways.

Canada #1 Ground Cover (salt tolerant mix)
Common name Scientific name Proportion
Tall Fescue Festuca arundinacea 25 %
Fults Alkali Grass Puccinellia distans 20 %
Creeping Red Fescue Festuca rubra 25 %
Perennial ryegrass Lolium perrenne 20 %
Hard Fescue Festuca trachyphylla 10 %


Gallery[edit]

External links[edit]


  1. 1.0 1.1 Ballard, B. W., Wilson, S., Udale-Clarke, H., Illman, S., Scott, T., Ashley, R., & Kellagher, R. (2015). The SuDS Manual. London.
  2. Ontario Ministry of Environment. (2003). Stormwater Management Planning and Design Manual. Retrieved January 15, 2017, from https://www.ontario.ca/document/stormwater-management-planning-and-design-manual/stormwater-management-plan-and-swmp-design
  3. Ontario Provincial Standard Specification. (2023). Construction Specification and for Vegetative Cover OPSS.PROV 803. Retrieved from https://tcp.mto.gov.on.ca/notice/000-0140