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

From LID SWM Planning and Design Guide
Jump to navigation Jump to search
 
(10 intermediate revisions by 2 users not shown)
Line 1: Line 1:
{| class="wikitable" style="width: 175%; height: 200px;"
'''This page is an archive, please do not review, use or cite the contents below'''
 
{| class="wikitable"
|-  
|-  
!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  
|-
|-
!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


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

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