Difference between revisions of "Talk:Permeable Pavement Design Guide"
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|colspan="2" style="color:red"| '''(Impervious / | |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 | |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 | |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 | |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"| ''' | |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 | |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 | |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 | |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 | |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 | |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 | |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 | |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 | |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 || || || || || || || || || || | |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 | |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 | |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 || || || || || || || || || || || || | |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 || || || || || || || || || || || | |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 || || || || || || || || || || | |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 || || || || || || || || || || | |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% |
Revision as of 13:39, 18 October 2017
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%