Difference between revisions of "Talk:Permeable Pavement Design 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" style="background:white; color:black"| LID Practice
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!colspan="10" style="background: brown; color: white"|United States  
 
!colspan="10" style="background: brown; color: white"|United States  
 
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!colspan="2" style="backgroung=green; color:white"|Permeable Pavement|| 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>|| LID-Design Guide Edmonton- 2014|| New York State SWM Design Manual-2015|| Massachusets SW BMP-2013 || District of Columbia-SWM Guidebook-2010 ||  San Diego LID Handbook-2014||  Alabama LID Handbook-2013  || W. Virginia-SWM design guidance manual-2012 || Rhode Island-SW design & Installation Standards Manual-2012 || Minnesota SW Manual-2016 || Tennessee-LID Development-SWM 2016 || Texas-LID Technical Guidance Manual-2013
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!colspan="2" style="backgroung=green; color:white"|Permeable Pavement|| CVC+TRCA (Factsheets-2010)<ref> http://www.creditvalleyca.ca/wp-content/uploads/2012/02/lid-swm-guide-apdxa-permeable-pavement.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>|| LID-Design Guide Edmonton- 2014|| New York State SWM Design Manual-2015|| Massachusets SW BMP-2013 || District of Columbia-SWM Guidebook-2010 ||  San Diego LID Handbook-2014||  Alabama LID Handbook-2013  || W. Virginia-SWM design guidance manual-2012 || Rhode Island-SW design & Installation Standards Manual-2012 || Minnesota SW Manual-2016 || Tennessee-LID Development-SWM 2016 || Texas-LID Technical Guidance Manual-2013
  
 
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|colspan="2" style="color:red"|  '''(Impervious /permeable pavemet) area''' ||  <= 1.2 ||  ||  <= 1.2 || < =3.0 || Limit CDA to small adjacent impervious area ||  || 2-5 X the SA of PP || 2:1 || 3:1                            || 2:1 || DA nolimit, runoff from surrounding areas minimized || 2:1-5:1        Note 1 || L1- 1:1, L2- No IP    Note 2 || 1:1
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|colspan="2" style="color:red"|  '''(Impervious /Permeable Pavemet) Area''' ||  <= 1.2 ||  ||  <= 1.2 || < =3.0 || Limit CDA to small adjacent impervious area ||  || 2-5 X the SA of PP || 2:1 || 3:1                            || 2:1 || DA nolimit, runoff from surrounding areas minimized || 2:1-5:1        Note 1 || L1- 1:1, L2- No IP    Note 2 || 1:1
 
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|colspan="2" style="color:red"|  '''Depth to high water table (m)''' || 1 ||  || at least 1 || 0.6-1.0 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Depth to High Water Table (m)''' || 1 ||  || at least 1 || 0.6-1.0 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|  '''Slope of permeable pavement surface (%)''' || 1-5 ||  || 1-5 || 0.5-2.0 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Slope of Permeable Pavement Surface (%)''' || 1-5 ||  || 1-5 || 0.5-2.0 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|  '''A capped vertical sandpipe, perfored instaled to the bottom of the facility to monitor drainage time''' || 100-150 mm ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''A capped vertical standpipe, perforated instaled to the bottom of the facility to monitor drainage time''' || 100-150 mm ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
  
 
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|colspan="2" style="color:red"|  '''Botom slope if the system is not designed for infiltratin (%)''' || 1-5 ||  || 1-5 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Bottom Slope if the system is not designed for infiltratin (%)''' || 1-5 ||  || 1-5 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|  '''Drainage time of the pavement reservoir after the storm event''' || <  72 hr ||  || recommended 48 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Drainage Time of the pavement reservoir after the storm event''' || <  72 hr ||  || recommended 48 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|  '''Setback from building Foundation(m)''' || 4 ||  || 4 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Setback from Building Foundation(m)''' || 4 ||  || 4 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|'''Material'''
 
|colspan="2" style="color:red"|'''Material'''
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|colspan="2" style="text-align: right;| Air voids (%) || min. 16 || min. 16 || min. 16 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;| Air Voids (%) || min. 16 || min. 16 || min. 16 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;| Thickness (mm) || 50-100 || 50-100 || 50-100 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;| Thickness (mm) || 50-100 || 50-100 || 50-100 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|'''Permeable Pavers'''  
 
|colspan="2" style="color:red"|'''Permeable Pavers'''  
 
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|colspan="2" style="text-align: right;| Diameter of crushed aggregate (mm) || 5 ||  || 5 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;| Diameter of Crushed Aggregate (mm) || 5 ||  || 5 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;| Thickness for vehicular applications (mm) || 80 ||  || 80 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;| Thickness for Vehicular Applications (mm) || 80 ||  || 80 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;| Thickness for pedistrian applications (mm) || 60 ||  || 60 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;| Thickness for Pedestrian Applications (mm) || 60 ||  || 60 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;| Joint widths for pedistrian applications (mm) || < 15 ||  || < 15 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;| Joint widths for pedistrian applications (mm) || < 15 ||  || < 15 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Stone reservoir'''   
 
|colspan="2" style="color:red"|  '''Stone reservoir'''   
 
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|colspan="2" style="text-align: right;|Filter course diameter ||  ||  ||  || 10-12 mm ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Filter course diameter (mm)||  ||  ||  || 10-12 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|Depth below base pf pavement ||  ||  ||  || 25-30 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Depth below base of pavement (mm) ||  ||  ||  || 25-30 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|Depth below subbase, mm ||  ||  ||  || 50-500 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Depth below subbase, (mm) ||  ||  ||  || 50-500 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|Subbase diameter ||  ||  ||  || 25-40 mm ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Subbase diameter (mm) ||  ||  ||  || 25-40 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|Depth below filter course ||  ||  ||  || 50-250 mm ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Depth below filter course (mm)||  ||  ||  || 50-250 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|Granular subbase stone diameter (mm) || 50 || 50 || 50 || > 50 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;|Granular subbase stone diameter (mm) || 50 || 50 || 50 || > 50 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Time to drain stone bed, hr ||  || 24-72 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Time to drain stone bed, (hr.) ||  || 24-72 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|Thickness (mm) ||40-75 || 40-75 || 40-75 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;|Thickness (mm) ||40-75 || 40-75 || 40-75 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|Above the bottom of the gravel  layer (mm) ||  || 100 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;|Above the bottom of the gravel  layer (mm) ||  || 100 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|  '''Facilties reciving road runoff are not located within time of travel wellhead protection areas, year'''    || 2 ||  || 2 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Facilties reciving road runoff are not located within time of travel wellhead protection areas, (year)'''    || 2 ||  || 2 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
  
 
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|colspan="2" style="color:red"|  '''Subsoil infiltration rate, mm/hr.''' ||  ||  ||  || >= 13 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Subsoil infiltration rate,(mm/hr.)''' ||  ||  ||  || >= 13 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="text-align: right;|When contact with anti-skid material ||  ||  ||  || >= 26 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;|When contact with anti-skid material ||  ||  ||  || >= 26 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="text-align: right;|When contributing area > 4 hectares ||  ||  ||  || >=35 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
|colspan="2" style="text-align: right;|When contributing area > 4 hectares ||  ||  ||  || >=35 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|colspan="2" style="color:red"|  '''Emptying Time, hrs.''' ||  ||  ||  || < 72 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
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|colspan="2" style="color:red"|  '''Emptying Time, (hrs.)''' ||  ||  ||  || < 72 ||  ||  ||  ||  ||  ||  ||  ||  ||  ||  
 
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|}
  
 
- '''Note 1''': IP ratio increases when clean roof runoff, or if runoff pre-treated; PICP OA: 5-15%, PC VC:15-35%; PA VC:16-20%
 
- '''Note 1''': IP ratio increases when clean roof runoff, or if runoff pre-treated; PICP OA: 5-15%, PC VC:15-35%; PA VC:16-20%
 
- '''Note 2''': L1-45% runoff reduction credit, L2-75%; PICP: 5-15% OA; CGP: 20-50% OVC; PC: 15-25%; PA: 15-20%
 
- '''Note 2''': L1-45% runoff reduction credit, L2-75%; PICP: 5-15% OA; CGP: 20-50% OVC; PC: 15-25%; PA: 15-20%

Latest revision as of 21:40, 18 March 2018

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

LID Practice CANADA United States
Permeable Pavement CVC+TRCA (Factsheets-2010)[1] Toronto- 2016 LID-SWM Guide 2010[2] LID-Design Guide Edmonton- 2014 New York State SWM Design Manual-2015 Massachusets SW BMP-2013 District of Columbia-SWM Guidebook-2010 San Diego LID Handbook-2014 Alabama LID Handbook-2013 W. Virginia-SWM design guidance manual-2012 Rhode Island-SW design & Installation Standards Manual-2012 Minnesota SW Manual-2016 Tennessee-LID Development-SWM 2016 Texas-LID Technical Guidance Manual-2013
(Impervious /Permeable Pavemet) Area <= 1.2 <= 1.2 < =3.0 Limit CDA to small adjacent impervious area 2-5 X the SA of PP 2:1 3:1 2:1 DA nolimit, runoff from surrounding areas minimized 2:1-5:1 Note 1 L1- 1:1, L2- No IP Note 2 1:1
Depth to High Water Table (m) 1 at least 1 0.6-1.0
Slope of Permeable Pavement Surface (%) 1-5 1-5 0.5-2.0
A capped vertical standpipe, perforated instaled to the bottom of the facility to monitor drainage time 100-150 mm
Bottom Slope if the system is not designed for infiltratin (%) 1-5 1-5
Drainage Time of the pavement reservoir after the storm event < 72 hr recommended 48
Setback from Building Foundation(m) 4 4
Material
Pervious Concrete
Compressive strength (Mpa) 5.5-20 PA and PC must have 10-25% VS,sub-base 40% VS PC VS:15-25%; PA VS: 15-20%; PICP VS:8-20%; CGP VS:20-50% PICP OA: 5-15%, CGP OVC: 20-50%; PC VC:15-25%; PA VC: 15-20% PA/PC: 10-25% void space, pavers 15% void ratio
Void ratio (%) 14-31 15-25 14-31
Permeability (mm/hr) 900-21500 900-21500
Thickness (mm) 100-150 100-150 100-150
Porous Asphalt
Air Voids (%) min. 16 min. 16 min. 16
Thickness (mm) 50-100 50-100 50-100
Permeable Pavers
Diameter of Crushed Aggregate (mm) 5 5
Thickness for Vehicular Applications (mm) 80 80
Thickness for Pedestrian Applications (mm) 60 60
Joint widths for pedistrian applications (mm) < 15 < 15
Interlocking concrete pavers
Thickness (mm) 60-80
Stone reservoir
Filter course diameter (mm) 10-12
Depth below base of pavement (mm) 25-30
Depth below subbase, (mm) 50-500
Subbase diameter (mm) 25-40
Depth below filter course (mm) 50-250
Granular subbase stone diameter (mm) 50 50 50 > 50
Void space ratio 0.4 0.4
Granular base stone diameter (mm) 20
Void space ratio 0.3-0.4
Bedding stone diameter (mm) 5 5 5
Time to drain stone bed, (hr.) 24-72
Thickness (mm) 40-75 40-75 40-75
Geotextile
Between stone reseroir and native soil
Underdrain (optional), infiltratio rate <15 mm/hr
Diameter (mm) >= 100 > 200 >= 100
Diameter of perforations in pipes (mm) 10 10
Above the bottom of the gravel layer (mm) 100
Facilties reciving road runoff are not located within time of travel wellhead protection areas, (year) 2 2
Subsoil infiltration rate,(mm/hr.) >= 13
When contact with anti-skid material >= 26
When contributing area > 4 hectares >=35
Emptying Time, (hrs.) < 72

- Note 1: IP ratio increases when clean roof runoff, or if runoff pre-treated; PICP OA: 5-15%, PC VC:15-35%; PA VC:16-20% - Note 2: L1-45% runoff reduction credit, L2-75%; PICP: 5-15% OA; CGP: 20-50% OVC; PC: 15-25%; PA: 15-20%