Difference between revisions of "Talk:Soakaways, Infiltration Trenches and Infiltration Chambers Guide"

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|Setback from building Foundation(m)|| || 4 ||  || 4 ||  ||  || Max. load of 10:1 for infiltration systems (not specific to LID type) ||  ||
|colspan="2" |Setback from building Foundation(m)|| 4 ||  || 4 ||  ||  || Max. load of 10:1 for infiltration systems (not specific to LID type) ||  ||
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| (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 ||  || CDA: max. 15000 ft2||
|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 ||  || CDA: max. 15000 ft2|
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|  Natural Slope (%) ||  ||  ||  ||  ||  || < 15 ||  || < 15 ||  ||  ||  ||  ||  
|colspan="2"|  Natural Slope (%) || < 15 ||  || < 15 ||  ||  ||  ||  ||  
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| A capped vertical sandpipe, perfored instaled to ||  ||  ||  ||  || || 100-150 mm ||  || 100-150 mm ||  ||  ||  ||  ||  
| colspan="2"|A capped vertical sandpipe, perfored instaled to the bottom of the facility to monitor drainage time || 100-150 mm ||  || 100-150 mm ||  ||  ||  ||  ||  
 
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| the bottom of the facility to monitor drainage time ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
| colspan="2"|Filter Mdia
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| 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
|   |    ||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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|  || Void space(%) ||  ||  ||  ||  || 30-40 || 30-40 || 30-40 ||  ||  ||  ||  ||  
|  || Void space(%) || 30-40 || 30-40 || 30-40 ||  ||  ||  ||  ||  
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|  || Granular material (clear stone)(mm) ||  ||  ||  ||  || 50 || 50 || 50 ||  ||  ||  ||  ||  
|  || Granular material (clear stone)(mm) || 50 || 50 || 50 ||  ||  ||  ||  ||  
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|  || Geotextile, around the stone reservoir ||  ||  ||  || || min. 300 mm || 300 || min. 300 mm ||  ||  ||  ||  ||  
|  || Geotextile, around the stone reservoirwith an overlap at the top || min. 300 mm || 300 || min. 300 mm ||  ||  ||  ||  ||  
 
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| || with an overlap at the top || || ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
| colspan="2"| Bottom widh of excavations (mm) || 600-2400 || 600-2400 || 600-2400 ||  ||  ||  ||  ||  
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| Bottom widh of excavations (mm) ||  ||  ||  ||  ||  || 600-2400 || 600-2400 || 600-2400 ||  || ||  ||  ||  
| colspan="2"|Minimum depth of excavations under concrete laneway (mm) ||  ||  ||  ||  ||  ||  || 3000 |
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| Minimum depth of excavations under concrete laneway (mm) ||  ||  ||  ||  ||  || || 3000 ||  ||  || ||  ||  ||  
| colspan="2"| length of time for draining after storm event (>25mm) ||  ||  ||  ||  ||  || max. 72 hr ||  || max.72 hr, 48 recommended |  
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| length of time for draining after storm event (>25mm) ||  ||  ||  ||  ||  || max. 72 hr ||  || max.72 hr, 48 recommended ||  ||  ||  || ||  
| colspan="2"| Depth to high water table (m) ||  ||  ||  ||  ||  || 1 ||  || 1 |  
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| Depth to high water table (m) ||  ||  ||  ||  ||  || 1 ||  || 1 ||  ||  ||  || ||  
| colspan="2"|Sand layer depth (mm) ||  ||  ||  ||  ||  ||  || 150-300 ||
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| Sand layer depth (mm) ||  |||  ||  ||  || || 150-300 ||  ||  || ||  ||  ||  
colspan="2"|Subdrains ||  ||  ||  || Inlet pipes (mm) ||  ||  || 100-200 ||
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| Subdrains ||  ||  ||  || Inlet pipes (mm) ||  ||  || 100-200 ||  ||  ||  ||  || ||  
| colspan="2"|Overflow ( if infiltration rate ) ||  ||  ||  ||  ||  ||  || < 15 mm/hr ||
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| Overflow ( if infiltration rate ) ||  || ||  ||  ||  ||  || < 15 mm/hr ||  || ||  || ||  ||  
colspan="2"|Facilties reciving road runoff are not located within time of travel ||  ||  ||  ||  ||  || 2 ||  || 2 |
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| Facilties reciving road runoff are not located within time of travel ||  ||  ||  ||  ||  || 2 ||  || 2 ||  ||  ||  ||  ||
colspan="2"|wellhead protection areas, year ||  ||  ||  ||  ||  ||  || || |
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| wellhead protection areas, year ||  ||  ||  ||  ||  ||  ||  ||  || ||  ||  ||  ||  
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Revision as of 14:24, 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 Max. load of 10:1 for infiltration systems (not specific to LID type)
(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
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