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→External links
[[File:Dryponds map.PNG|thumb|link=https://goo.gl/68Ewnz|Click here to see map of Dry Ponds in Scarborough and surroundings]]
See also [[Water squares]]
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Also known as infiltration basins. Dry ponds are a grassed alternative to [[bioretention]] cells. This permits the landscape to be accessed and used as an amenity space.
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==
==Overview==
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 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.
*incorporating into parks and other green recreational spaces,
*incorporating into parks and other green recreational spaces,
*distributing across a larger development site}}
*distributing across a larger development site}}
==Planning considerations==
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.
Compared to wet ponds “Dry ponds… …are less expensive to install, require less maintenance and may involve less liability for the communities around them.”
https://www.fairfaxcounty.gov/soil-water-conservation/understanding-stormwater-ponds
===Risk===
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. <ref name=Ballard>Ballard, B. W., Wilson, S., Udale-Clarke, H., Illman, S., Scott, T., Ashley, R., & Kellagher, R. (2015). The SuDS Manual. London.</ref>
==Design==
==Design==
{|{| class="wikitable"
|+Design parameters for extended detention<ref name="MOE">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>
!Element
!Design Objective
!Criteria
|-
|Drainage Area
|Minimum orifice size (see [[flow control]])
|style="text-align: left|5 Ha (≥10 Ha preferred)
|-
|Treatment Volume
|Provision of appropriate level of protection
|style="text-align: left|See [[#.|below]]
|-
|Active Storage
|Detention
|style="text-align: left|[[Total Suspended solids|Suspended solids]] settling 24 hrs (48 hrs preferred)
|-
|Forebay
|Pre-treatment
|style="text-align: left|
*Minimum depth: 1 m;
*Sized to ensure non-erosive velocities leaving forebay;
|-
|Length-to-Width Ratio
|Maximize flow path and minimize short-circuiting potential
|style="text-align: left|
*Overall: minimum 3:1;
*4:1 preferred
|-
|Depth
|Safety
|style="text-align: left|Maximum 3 m
|-
|Side slopes (See also [[berms]])
|Safety
|style="text-align: left|
*4:1 average
|-
|Inlet
|Avoid clogging/freezing
|style="text-align: left|
*Minimum 450 mm;
*Preferred pipe slope: > 1 %;
*If submerged, obvert 150 mm below expected maximum ice depth
|-
|Outlet (See also [[flow control]])
|Avoid clogging/freezing
|style="text-align: left|
*Minimum: 450 mm outlet pipe;
*Preferred pipe slope: > 1 %;
*If orifice control used, 75 mm diameter minimum;
*Minimum 100 mm orifice preferable
|-
|Maintenance access
|Access for backhoes or dredging equipment
|style="text-align: left|
*Provided to approval of Municipality;
*Provision of maintenance drawdown pipe preferred
|-
|Buffer
|Safety
|style="text-align: left|Minimum 3 m above maximum water quality/erosion control water level
|}
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. <ref name=Ballard/>
===Volume===
===Volume===
The surface storage volume of a dry pond (''A<sub>p</sub>'') is determined:
The surface storage volume of a dry pond (''A<sub>p</sub>'') is determined:
*''f''' = design infiltration rate (mm/hr)
*''f''' = design infiltration rate (mm/hr)
*''t'' = [[drainage time|time permitted for ponding to infiltrate]] (hrs) (typically 48 hours)}}
*''t'' = [[drainage time|time permitted for ponding to infiltrate]] (hrs) (typically 48 hours)}}
===Outlet===
http://www.iowastormwater.org/documents/filelibrary/files/infiltration_bmps/Outlet_Structures_48B13497A39A1.pdf
===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.
The drawdown time in the pond can be estimated using the classic falling head orifice equation which assumes a constant pond surface area<ref name="MOE"/>. This assumption is generally not valid, and a more accurate estimation can be made if the equation 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:
<math>A_o=\frac{2A_{P}}{t\ C(2g^{0.5})}\left ( h_{1}^{0.5}-h_{2}^{0.5} \right )</math>
{{plainlist|1=Where
* ''t'' = Drawdown time (s)
* ''A<sub>p</sub>'' = Surface area of the pond(m<sup>2</sup>)
* ''C'' = Discharge coefficient (typically 0.63)
* ''A<sub>o</sub>'' = Cross-sectional area of the orifice(m<sup>2</sup>)
* ''g'' = Gravitational acceleration constant (9.81 m/s<sup>2</sup>)
* ''h<sub>1</sub>'' = Starting water elevation above the orifice (m)
* ''h<sub>2</sub>'' = Ending water elevation above the orifice (m)}}
C2
slope coefficient from the area-depth linear regression
C3
intercept from the area-depth linear regression
===Excess flow control===
===Excess flow control===
See [[Flow through riser]]
*https://www.fhwa.dot.gov/engineering/hydraulics/software/hy8/
*https://www.hydrologystudio.com/no-fail-detention-pond-design/
==Modeling==
==Modeling==
==Gallery==
==Gallery==
{{:dry ponds: Gallery}}
{{:dry ponds: Gallery}}
==External links==
*[https://www.edmonton.ca/residential_neighbourhoods/PDF/handout_nov_ld.pdf Edmonton Dry Ponds]
==To review==
https://www.google.com/imgres?imgurl=http%3A%2F%2Fwww.calgary.ca%2FUEP%2FWater%2FPublishingImages%2FBraeside-Dry-Pond-610px.jpg&imgrefurl=http%3A%2F%2Fwww.calgary.ca%2FWWCDI&docid=RBtJ2qx0jhourM&tbnid=-OUrotj9LMYmfM%3A&vet=10ahUKEwjpwbyNt-bfAhXlguAKHS1pDtQQMwhjKBcwFw..i&w=610&h=299&bih=723&biw=1536&q=traplow%20stormwater&ved=0ahUKEwjpwbyNt-bfAhXlguAKHS1pDtQQMwhjKBcwFw&iact=mrc&uact=8
https://www.fairfaxcounty.gov/publicworks/sites/publicworks/files/assets/documents/drypond_1.pdf
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[[category: Modeling]]
[[category: Modeling]]