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

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'''This page is an archive, please do not review, use or cite the contents below'''
 
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!colspan="2" style="background:white; color:black"| LID Practice
!colspan="2"| LID Practice
!colspan="3" style="background: orange; color: black"|CANADA
!colspan="3"|CANADA
!colspan="5" style="background: brown; color: white"|United States  
!colspan="5"|United States  
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!colspan="2" style="backgroung=green; color:white"|Soakaways, Infiltration Trenches and Chambers|| CVC+TRCA (Factsheets-2010)<ref> http://www.creditvalleyca.ca/wp-content/uploads/2012/02/lid-swm-guide-apdxa-bioretention.pdf</ref>|| Toronto- 2016 || LID-SWM Guide 2010<ref> http://www.creditvalleyca.ca/wp-content/uploads/2014/04/LID-SWM-Guide-v1.0_2010_1_no-appendices.pdf</ref>|| 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
!colspan="2"|Soakaways, Infiltration Trenches and Chambers|| CVC+TRCA (Factsheets-2010)<ref> http://www.creditvalleyca.ca/wp-content/uploads/2012/02/lid-swm-guide-apdxa-soakaways-infiltration-trenches-chambers.pdf</ref>|| Toronto- 2016 || LID-SWM Guide 2010<ref> http://www.creditvalleyca.ca/wp-content/uploads/2014/04/LID-SWM-Guide-v1.0_2010_1_no-appendices.pdf</ref>|| 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


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|colspan="2" |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 ||  ||  ||  ||   ||
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|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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|colspan="2"| Natural Slope (%) || < 15 || || < 15 || || || || ||  
|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"|A capped vertical sandpipe, perfored instaled to the bottom of the facility to monitor drainage time  || 100-150 mm ||  || 100-150 mm ||  ||  ||  ||  ||  
|colspan="2"|Natural Slope (%)|| < 15 ||  || < 15 ||  ||  ||  ||  ||  
 
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| colspan="2"|Filter Mdia
| colspan="2"|A capped vertical standpipe, perforated installed to the bottom of the facility to monitor drainage time (mm)'''  || 100-150  ||  || 100-150  ||  ||  ||  ||  ||
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|   |    ||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
| colspan="2"|[[Filter media]]
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| || Void space(%) || 30-40 || 30-40 || 30-40 || || || ||  ||  
|colspan="2" style="text-align: right;|[[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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| || Granular material (clear stone)(mm) || 50 || 50 || 50 ||  ||  ||  ||  ||  
|colspan="2" style="text-align: right;| Void Space(%) || 30-40 || 30-40 || 30-40 ||  ||  ||  ||  ||  
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| || Geotextile, around the stone reservoirwith an overlap at the top  || min. 300 mm || 300 || min. 300 mm ||  ||  ||  ||  ||  
|colspan="2" style="text-align: right;| Granular Material (clear stone)(mm) || 50 || 50 || 50 ||  ||  ||  ||  ||  
 
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| colspan="2"| Bottom widh of excavations (mm) || 600-2400 || 600-2400 || 600-2400 ||  ||  ||  ||  ||  
|colspan="2" style="text-align: right;|Geotextile around the stone reservoir with an overlap at the top (mm)|| min. 300  || 300 || min. 300  ||  ||  ||  ||  ||  
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| colspan="2"|Minimum depth of excavations under concrete laneway (mm) || || ||  ||  ||  ||  || 3000 |
|colspan="2"|Bottom Width of Excavations (mm)|| 600-2400 || 600-2400 || 600-2400 ||  ||  ||  ||  ||  
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| colspan="2"| length of time for draining after storm event (>25mm) ||  ||  ||  ||  ||  || max. 72 hr ||| max.72 hr, 48 recommended |  
|colspan="2"|Minimum Depth of Excavations under concrete laneway (mm)||  ||  3000||  ||  ||  || || ||
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| colspan="2"| Depth to high water table (m) || || || || || || 1 || || 1 |  
|colspan="2"|Length of Time for Draining after Storm Event (>25mm)||max. 72 hr.||   || max. 72 hr., 48 hr. recommended||   ||   ||     ||   ||
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| colspan="2"|Sand layer depth (mm) || ||  || || || ||  || 150-300 ||
|colspan="2"|Depth to High Water Table (m)|| 1 ||  || 1 ||   ||   ||  ||   ||   |    
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| colspan="2"|Subdrains ||  || ||  || Inlet pipes (mm) ||  ||  || 100-200 ||
|colspan="2"|Sand Layer Depth (mm)|| |  ||150-300 ||  ||   ||  ||  ||  || |Length of Time for Draining after Storm Event (>25mm)
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| colspan="2"|Overflow ( if infiltration rate ) ||  ||  || || ||  ||  || < 15 mm/hr ||
|colspan="2"|Subdrains Inlet Pipes (mm)||  || 100-200 ||  ||   ||   ||  ||  ||   |
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| colspan="2"|Facilties reciving road runoff are not located within time of travel  ||  || ||  ||  || || 2 || || 2 |
|colspan="2"|Overflow is required when the infiltration rate equals||  || < 15 mm/hr ||  ||  ||   || ||   ||   |  
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| colspan="2"|wellhead protection areas, year || ||  || ||  ||  ||  || || |
|colspan="2"|Facilities receiving road runoff are not located within time of travel wellhead protection areas (years)|| 2 ||  || 2 ||  ||  ||  || || |
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Latest revision as of 21:42, 18 March 2018

This page is an archive, please do not review, use or cite the contents below

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 standpipe, perforated installed to the bottom of the facility to monitor drainage time (mm) 100-150 100-150
Filter media
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 reservoir with an overlap at the top (mm) min. 300 300 min. 300
Bottom Width of Excavations (mm) 600-2400 600-2400 600-2400
Minimum Depth of Excavations under concrete laneway (mm) 3000
Length of Time for Draining after Storm Event (>25mm) max. 72 hr. max. 72 hr., 48 hr. recommended
Depth to High Water Table (m) 1 1
Sand Layer Depth (mm) 150-300 Length of Time for Draining after Storm Event (>25mm)
Subdrains Inlet Pipes (mm) 100-200
Overflow is required when the infiltration rate equals < 15 mm/hr
Facilities receiving road runoff are not located within time of travel wellhead protection areas (years) 2 2