Difference between revisions of "Talk:Soakaways, Infiltration Trenches and Infiltration Chambers Guide"
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|colspan="2" |Setback from building Foundation(m) | |colspan="2" |Setback from building Foundation(m) | ||
| 4 || || 4 || || || || || | |||
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|colspan="2"|(Impervious drainage/treatment)area | |colspan="2"|(Impervious drainage/treatment) area | ||
|5:1-20:1, 10:1 recommended || || 5:1-20:1, 10:1 recommended ||CDA < 5 acres||CDA < 2 acres (T), < 5 acres (B)||< 2 acres || Max. load of 10:1 for infiltration systems (not specific to LID type)|| CDA: max. 15000 ft2| | |||
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|colspan="2"| Natural Slope (%) || < 15 || || < 15 || || || || || | |colspan="2"| Natural Slope (%) || < 15 || || < 15 || || || || || | ||
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| colspan="2"|Filter Mdia | | colspan="2"|Filter Mdia | ||
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| | !colspan="1" style="background:white; color:black"| | ||
||Stone Resvoir || || || || 1.5" to 3" stone dia., 2" pea gravel above 6" sand below || 1.5"-3.5" stone dia. For stone layer, 3" layer of washed river stone, or No. 8 or 89 stone above, 6-8 " of sand below || Stone 1.5"-3.5" || || Drain rock 3/4"-2.5 " washed open graded aggregate | |||
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| | !colspan="1" style="background:white; color:black"| | ||
|| Void space(%) || 30-40 || 30-40 || 30-40 || || || || || | |||
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| | !colspan="1" style="background:white; color:black"| | ||
|| Granular material (clear stone)(mm) || 50 || 50 || 50 || || || || || | |||
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| | !colspan="1" style="background:white; color:black"| | ||
|| Geotextile around the stone reservoirwith an overlap at the top || min. 300 mm || 300 || min. 300 mm || || || || || | |||
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Revision as of 15:36, 26 September 2017
LID Practice | CANADA | United States | |||||||
---|---|---|---|---|---|---|---|---|---|
Soakaways, Infiltration Trenches and Chambers | CVC+TRCA (Factsheets-2010)[1] | Toronto- 2016 | LID-SWM Guide 2010[2] | Massachusets SW BMP-2013 | District of Columbia-SWM Guidebook-2010 | W. Virginia-SWM design guidance manual-2012 | Pennsylvania-City of Philadelphia green St. design manual-2014 | Oregon SWM Manual-2014 | |
Setback from building Foundation(m) | 4 | 4 | |||||||
(Impervious drainage/treatment) area | 5:1-20:1, 10:1 recommended | 5:1-20:1, 10:1 recommended | CDA < 5 acres | CDA < 2 acres (T), < 5 acres (B) | < 2 acres | Max. load of 10:1 for infiltration systems (not specific to LID type) | |||
Natural Slope (%) | < 15 | < 15 | |||||||
A capped vertical sandpipe, perfored instaled to the bottom of the facility to monitor drainage time | 100-150 mm | 100-150 mm | |||||||
Filter Mdia | |||||||||
Stone Resvoir | 1.5" to 3" stone dia., 2" pea gravel above 6" sand below | 1.5"-3.5" stone dia. For stone layer, 3" layer of washed river stone, or No. 8 or 89 stone above, 6-8 " of sand below | Stone 1.5"-3.5" | Drain rock 3/4"-2.5 " washed open graded aggregate | |||||
Void space(%) | 30-40 | 30-40 | 30-40 | ||||||
Granular material (clear stone)(mm) | 50 | 50 | 50 | ||||||
Geotextile around the stone reservoirwith an overlap at the top | min. 300 mm | 300 | min. 300 mm | ||||||
Bottom widh of excavations (mm) | 600-2400 | 600-2400 | 600-2400 | ||||||
Minimum depth of excavations under concrete laneway (mm) | |||||||||
length of time for draining after storm event (>25mm) | max. 72 hr | ||||||||
Depth to high water table (m) | 1 | ||||||||
Sand layer depth (mm) | 150-300 | ||||||||
Subdrains | Inlet pipes (mm) | 100-200 | |||||||
Overflow ( if infiltration rate ) | < 15 mm/hr | ||||||||
Facilties reciving road runoff are not located within time of travel | 2 | ||||||||
wellhead protection areas, year |