Difference between revisions of "Talk:Permeable Pavement Design Guide"
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|colspan="2" |'''(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 | |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"| '''Depth to high water table (m)''' || 1 || || at least 1 || 0.6-1.0 || || || || || || || || || || | |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" |'''Slope of permeable pavement surface (%)''' || 1-5 || || 1-5 || 0.5-2.0 || || || || || || || || || || | |colspan="2" style="color:red"| '''Slope of permeable pavement surface (%)''' || 1-5 || || 1-5 || 0.5-2.0 || || || || || || || || || || | ||
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|colspan="2" | '''A capped vertical sandpipe, perfored instaled to the bottom of the facility to monitor drainage time''' || 100-150 mm || || || || || || || || || || || || || | |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" | '''Botom slope if the system is not designed for infiltratin (%)''' || 1-5 || || 1-5 || || || || || || || || || || || | |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" | '''Drainage time of the pavement reservoir after the storm event''' || < 72 hr || || recommended 48 || || || || || || || || || || || | |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" | '''Setback from building Foundation(m)''' || 4 || || 4 || || || || || || || || || || || | |colspan="2" style="color:red"| '''Setback from building Foundation(m)''' || 4 || || 4 || || || || || || || || || || || | ||
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|colspan="2"| '''Material''' | |colspan="2" style="color:red"|'''Material''' | ||
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|colspan="2" | |colspan="2" |'''Pervious Concrete''' || || || || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;| Compressive strength (Mpa) | |colspan="2" style="text-align: right;| 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 || || || | ||
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|colspan="2" style="text-align: right;|Void ratio (%) | |colspan="2" style="text-align: right;|Void ratio (%) || 14-31 || 15-25 || 14-31 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;| Permeability (mm/hr) | |colspan="2" style="text-align: right;| Permeability (mm/hr) || 900-21500 || 900-21500 || || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Thickness (mm) | |colspan="2" style="text-align: right;|Thickness (mm) || 100-150 || 100-150 || 100-150 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;| Air voids (%) | |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) | |colspan="2" style="text-align: right;| Thickness (mm) || 50-100 || 50-100 || 50-100 || || || || || || || || || || || | ||
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|colspan="2"|'''Permeable Pavers''' | |colspan="2"|'''Permeable Pavers''' | ||
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|colspan="2" style="text-align: right;| Diameter of crushed aggregate (mm) | |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) | |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) | |colspan="2" style="text-align: right;| Thickness for pedistrian applications (mm) || 60 || || 60 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;| Joint widths for pedistrian applications (mm) | |colspan="2" style="text-align: right;| Joint widths for pedistrian applications (mm) || < 15 || || < 15 || || || || || || || || || || || | ||
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|colspan="2"|'''Interlocking concrete pavers''' | |colspan="2"|'''Interlocking concrete pavers''' | ||
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|colspan="2" style="text-align: right;|Thickness (mm) | |colspan="2" style="text-align: right;|Thickness (mm) || 60-80 || || || || || || || || || || || || | ||
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|colspan="2"|'''Stone reservoir''' | |colspan="2"|'''Stone reservoir''' | ||
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|colspan="2" style="text-align: right;|Filter course diameter | |colspan="2" style="text-align: right;|Filter course diameter || || || || 10-12 mm || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Depth below base pf pavement | |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 subbase, mm | |colspan="2" style="text-align: right;|Depth below subbase, mm || || || || 50-500 || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Subbase diameter | |colspan="2" style="text-align: right;|Subbase diameter || || || || 25-40 mm || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Depth below filter course | |colspan="2" style="text-align: right;|Depth below filter course || || || || 50-250 mm || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Granular subbase stone diameter (mm) | |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;|Void space ratio | |colspan="2" style="text-align: right;|Void space ratio || 0.4 || || 0.4 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Granular base stone diameter (mm) | |colspan="2" style="text-align: right;|Granular base stone diameter (mm) || 20 || || || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Void space ratio | |colspan="2" style="text-align: right;|Void space ratio || || 0.3-0.4 || || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Bedding stone diameter (mm) | |colspan="2" style="text-align: right;|Bedding stone diameter (mm) || 5 || 5 || 5 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Void ratio (%) || | |colspan="2" style="text-align: right;|Void ratio (%) || | 0.3-0.4 || || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Time to drain stone bed, hr | |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) | |colspan="2" style="text-align: right;|Thickness (mm) || 40-75 || 40-75 || 40-75 || || || || || || || || || || || | ||
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|colspan="2" |'''Geotextile''' | |colspan="2" |'''Geotextile''' | ||
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|colspan="2" |'''Underdrain (optional), infiltratio rate <15 mm/hr''' | |colspan="2" |'''Underdrain (optional), infiltratio rate <15 mm/hr''' | ||
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|colspan="2" style="text-align: right;|Diameter (mm) | |colspan="2" style="text-align: right;|Diameter (mm) || >= 100 || > 200 || >= 100 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Diameter of perforations in pipes (mm) | |colspan="2" style="text-align: right;|Diameter of perforations in pipes (mm) || 10 || || 10 || || || || || || || || || || || | ||
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|colspan="2" style="text-align: right;|Above the bottom of the gravel layer (mm) | |colspan="2" style="text-align: right;|Above the bottom of the gravel layer (mm) || || 100 || || || || || || || || || || || || | ||
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|colspan="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" | |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 | |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 | |colspan="2" style="text-align: right;|When contributing area > 4 hectares || || || || >=35 || || || || || || || || || || | ||
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|colspan="2" |'''Emptying Time, hrs.''' | |colspan="2" style="color:red"| '''Emptying Time, hrs.''' || || || || < 72 || || || || || || || || || || | ||
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Revision as of 20:20, 26 September 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 sandpipe, perfored instaled to the bottom of the facility to monitor drainage time | 100-150 mm | ||||||||||||||||||
Botom 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 pedistrian applications (mm) | 60 | 60 | |||||||||||||||||
Joint widths for pedistrian applications (mm) | < 15 | < 15 | |||||||||||||||||
Interlocking concrete pavers | |||||||||||||||||||
Thickness (mm) | 60-80 | ||||||||||||||||||
Stone reservoir | |||||||||||||||||||
Filter course diameter | 10-12 mm | ||||||||||||||||||
Depth below base pf pavement | 25-30 | ||||||||||||||||||
Depth below subbase, mm | 50-500 | ||||||||||||||||||
Subbase diameter | 25-40 mm | ||||||||||||||||||
Depth below filter course | 50-250 mm | ||||||||||||||||||
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 | ||||||||||||||||
Void ratio (%) | 0.3-0.4 | ||||||||||||||||||
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 |