Difference between revisions of "Talk:Soakaways, Infiltration Trenches and Infiltration Chambers Guide"
Jump to navigation
Jump to search
Line 8: | Line 8: | ||
|- | |- | ||
|colspan="2" |'''Setback from | |colspan="2" |'''[[Setback from Building Foundation (m)]]''' | ||
| 4 || || 4 || || || || || | | 4 || || 4 || || || || || | ||
|- | |- | ||
|colspan="2"|'''(Impervious | |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"| '''Natural Slope (%)''' || < 15 || || < 15 || || || || || | |colspan="2"| '''[[Natural Slope (%)]]''' || < 15 || || < 15 || || || || || | ||
|- | |- | ||
| colspan="2"|'''A capped vertical | | colspan="2"|'''[[A capped vertical standpipe, perforated instaled to the bottom of the facility to monitor drainage time (mm)]]''' || 100-150 || || 100-150 || || || || || | ||
|- | |- | ||
| colspan="2"|'''Filter | | 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 | |colspan="2" style="text-align: right;| Void Space(%) || 30-40 || 30-40 || 30-40 || || || || || | ||
|- | |- | ||
|colspan="2" style="text-align: right;| Granular | |colspan="2" style="text-align: right;| Granular Material (clear stone)(mm) || 50 || 50 || 50 || || || || || | ||
|- | |- | ||
|colspan="2" style="text-align: right;|Geotextile around the stone | |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"| '''Bottom | | colspan="2"| '''[[Bottom Width of Excavations (mm)]]''' || 600-2400 || 600-2400 || 600-2400 || || || || || | ||
|- | |- | ||
| colspan="2"|'''Minimum | | colspan="2"|'''[[Minimum Depth of Excavations under concrete laneway (mm)]]''' || || 3000|| || || || || || | ||
|- | |- | ||
| colspan="2"| ''' | | colspan="2" style=" color:brown"| '''Length of Time for Draining after Storm Event (>25mm)''' ||max. 72 hr.|| || max. 72 hr., 48 hr. recommended|| || || || || | ||
|- | |- | ||
| colspan="2"| '''Depth to | | colspan="2"| '''[[Depth to High Water Table (m)]]''' || 1 || || 1 || || || || || | | ||
|- | |- | ||
| colspan="2"|'''Sand | | colspan="2"|'''[[Sand Layer Depth (mm)]]''' || | ||150-300 || || || || || || | Length of Time for Draining after Storm Event (>25mm) | ||
|- | |- | ||
| colspan="2"|'''Subdrains Inlet | | colspan="2"|'''[[Subdrains Inlet Pipes (mm)]]''' || || 100-200 || || || || || || | | ||
|- | |- | ||
| colspan="2"|'''Overflow | | colspan="2"|'''[[Overflow is required when the infiltration rate equals]]''' || || < 15 mm/hr || || || || || || | | ||
|- | |- | ||
| colspan="2"|''' | | colspan="2"|'''[[Facilities receiving road runoff are not located within time of travel wellhead protection areas (years)]]''' || 2 || || 2 || || || || || | | ||
|} | |} |
Revision as of 14:04, 18 October 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 instaled 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 |