Difference between revisions of "Talk:Soakaways, Infiltration Trenches and Infiltration Chambers Guide"
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{| class="wikitable | {| class="wikitable" | ||
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!colspan="2 | !colspan="2"| LID Practice | ||
!colspan="3 | !colspan="3"|CANADA | ||
!colspan="5 | !colspan="5"|United States | ||
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!colspan="2 | !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 | ||
|- | |- | ||
|colspan="2" | | |colspan="2" |Setback from Building Foundation (m)|| 4 || || 4 || || || || || | ||
| 4 || || 4 || || || || || | |||
|- | |- | ||
|colspan="2"| | |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| | ||
|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| | |||
|- | |- | ||
|colspan="2"| | |colspan="2"|Natural Slope (%)|| < 15 || || < 15 || || || || || | ||
|- | |- | ||
| colspan="2"| | | 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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| colspan="2"| | | colspan="2"|[[Filter media]] | ||
|- | |- | ||
|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 | |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 | ||
|- | |- | ||
|colspan="2" style="text-align: right;| Void Space(%) || 30-40 || 30-40 || 30-40 || || || || || | |colspan="2" style="text-align: right;| Void Space(%) || 30-40 || 30-40 || 30-40 || || || || || | ||
Line 27: | Line 24: | ||
|colspan="2" style="text-align: right;| Granular Material (clear stone)(mm) || 50 || 50 || 50 || || || || || | |colspan="2" style="text-align: right;| Granular Material (clear stone)(mm) || 50 || 50 || 50 || || || || || | ||
|- | |- | ||
|colspan="2" style="text-align: right;|Geotextile around the stone reservoir with an overlap at the top (mm) | |colspan="2" style="text-align: right;|Geotextile around the stone reservoir with an overlap at the top (mm)|| min. 300 || 300 || min. 300 || || || || || | ||
|- | |- | ||
| colspan="2"| | |colspan="2"|Bottom Width of Excavations (mm)|| 600-2400 || 600-2400 || 600-2400 || || || || || | ||
|- | |- | ||
| colspan="2"| | |colspan="2"|Minimum Depth of Excavations under concrete laneway (mm)|| || 3000|| || || || || || | ||
|- | |- | ||
| colspan="2 | |colspan="2"|Length of Time for Draining after Storm Event (>25mm)||max. 72 hr.|| || max. 72 hr., 48 hr. recommended|| || || || || | ||
|- | |- | ||
| colspan="2"| | |colspan="2"|Depth to High Water Table (m)]]''' || 1 || || 1 || || || || || | | ||
|- | |- | ||
| | |colspan="2"|Sand Layer Depth (mm)|| | ||150-300 || || || || || || |Length of Time for Draining after Storm Event (>25mm) | ||
|- | |- | ||
| | |colspan="2"|Subdrains Inlet Pipes (mm)|| || 100-200 || || || || || || | | ||
|- | |- | ||
| colspan="2"| | |colspan="2"|Overflow is required when the infiltration rate equals|| || < 15 mm/hr || || || || || || | | ||
|- | |- | ||
| | |colspan="2"|Facilities receiving road runoff are not located within time of travel wellhead protection areas (years)|| 2 || || 2 || || || || || | | ||
|} | |} |
Revision as of 03:08, 6 November 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 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 |