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Talk:Soakaways, Infiltration Trenches and Infiltration Chambers Guide (view source)
Revision as of 03:08, 6 November 2017
, 7 years agono edit summary
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{| class="wikitable" style="width: 100%; height: 200px;"
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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-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"|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)]]'''
|colspan="2" |Setback from Building Foundation (m)|| 4 || || 4 || || || || ||
| 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|
|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"|'''[[A capped vertical standpipe, perforated instaled to the bottom of the facility to monitor drainage time (mm)]]''' || 100-150 || || 100-150 || || || || ||
| 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"|'''[[Filter Media]]'''
| colspan="2"|[[Filter media]]
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|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
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|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 || || || || ||
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|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 || || || || ||
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|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" 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"| '''[[Bottom Width of Excavations (mm)]]''' || 600-2400 || 600-2400 || 600-2400 || || || || ||
|colspan="2"|Bottom Width of Excavations (mm)|| 600-2400 || 600-2400 || 600-2400 || || || || ||
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| colspan="2"|'''[[Minimum Depth of Excavations under concrete laneway (mm)]]''' || || 3000|| || || || || ||
|colspan="2"|Minimum Depth of Excavations under concrete laneway (mm)|| || 3000|| || || || || ||
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| 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"|Length of Time for Draining after Storm Event (>25mm)||max. 72 hr.|| || max. 72 hr., 48 hr. recommended|| || || || ||
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| colspan="2"| '''[[Depth to High Water Table (m)]]''' || 1 || || 1 || || || || || |
|colspan="2"|Depth to High Water Table (m)]]''' || 1 || || 1 || || || || || |
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| colspan="2"|'''[[Sand Layer Depth (mm)]]''' || | ||150-300 || || || || || || | Length of Time for Draining after Storm Event (>25mm)
|colspan="2"|Sand Layer Depth (mm)|| | ||150-300 || || || || || || |Length of Time for Draining after Storm Event (>25mm)
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| colspan="2"|'''[[Subdrains Inlet Pipes (mm)]]''' || || 100-200 || || || || || || |
|colspan="2"|Subdrains Inlet Pipes (mm)|| || 100-200 || || || || || || |
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| colspan="2"|'''[[Overflow is required when the infiltration rate equals]]''' || || < 15 mm/hr || || || || || || |
|colspan="2"|Overflow is required when the infiltration rate equals|| || < 15 mm/hr || || || || || || |
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| colspan="2"|'''[[Facilities receiving road runoff are not located within time of travel wellhead protection areas (years)]]''' || 2 || || 2 || || || || || |
|colspan="2"|Facilities receiving road runoff are not located within time of travel wellhead protection areas (years)|| 2 || || 2 || || || || || |
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