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Talk:Permeable Pavement Design Guide (view source)
Revision as of 19:30, 26 September 2017
, 7 years agoCreated page with "{| class="wikitable" style="width: 175%; height: 200px;" |- !colspan="2" style="background:white; color:black"| LID Practice !colspan="4" style="background: orange; color: bl..."
{| class="wikitable" style="width: 175%; height: 200px;"
|-
!colspan="2" style="background:white; color:black"| LID Practice
!colspan="4" style="background: orange; color: black"|CANADA
!colspan="10" style="background: brown; color: white"|United States
|-
!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
|-
|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
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|colspan="2"| '''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 || || || || || || || || || ||
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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 || || || || || || || || || || || || ||
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|colspan="2" | '''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 || || || || || || || || || || ||
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|colspan="2" | '''Setback from building Foundation(m)''' || 4 || || 4 || || || || || || || || || || ||
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|colspan="2"| '''Material'''
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|colspan="2" style="text-align: right;| Pervious Concrete || || || || || || || || || || || || || || || || || ||
|-
|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 (%) || || || || || 14-31 || 15-25 || 14-31 || || || || || || || || || || ||
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|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) || || || || || 100-150 || 100-150 || 100-150 || || || || || || || || || || ||
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|colspan="2"|'''Porous Asphalt'''
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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 || || || || || || || || || || ||
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|colspan="2"|'''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;| 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;| Joint widths for pedistrian applications (mm) || || || || || < 15 || || < 15 || || || || || || || || || || ||
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|colspan="2"|'''Interlocking concrete pavers'''
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|colspan="2" style="text-align: right;|Thickness (mm) || || || || || || 60-80 || || || || || || || || || || || ||
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|colspan="2"|'''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;|Depth below base pf pavement || || || || || || || || 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;|Subbase diameter || || || || || || || || 25-40 mm || || || || || || || || || ||
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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;|Granular subbase stone diameter (mm) || || || || || 50 || 50 || 50 || > 50 || || || || || || || || || ||
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|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) || || || || || 20 || || || || || || || || || || || || ||
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|colspan="2" style="text-align: right;|Void space ratio || || || || || || 0.3-0.4 || || || || || || || || || || || ||
|-
|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 (%) || || || || || || 0.3-0.4 || || || || || || || || || || || ||
|-
|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 || || || || || || || || || || ||
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|colspan="2" |G'''eotextle'''
|-
| || Between stone reseroir and native soil || || || || || || || || || || || || || || || || || ||
|-
| || Underdrain (optional), infiltratio rate <15 mm/hr || || || || || || || || || || || || || || || || || ||
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| || Diameter (mm) || || || || || >= 100 || > 200 || >= 100 || || || || || || || || || || ||
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| || Diameter of perforations in pipes (mm) || || || || || 10 || || 10 || || || || || || || || || || ||
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| || Above the bottom of the gravel layer (mm) || || || || || || 100 || || || || || || || || || || || ||
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| Facilties reciving road runoff are not located within time of travel || || || || || || 2 || || 2 || || || || || || || || || || ||
|-
| wellhead protection areas, year || || || || || || || || || || || || || || || || || || ||
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| Subsoil infiltration rate, mm/hr. || || || || || || || || || >= 13 || || || || || || || || || ||
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| When contact with anti-skid material || || || || || || || || || >= 26 || || || || || || || || || ||
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| When contributing area > 4 hectares || || || || || || || || || >=35 || || || || || || || || || ||
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| Emptying Time, hrs. || || || || || || || || || < 72 || || || || || || || || || ||
|}
|-
!colspan="2" style="background:white; color:black"| LID Practice
!colspan="4" style="background: orange; color: black"|CANADA
!colspan="10" style="background: brown; color: white"|United States
|-
!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
|-
|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"| '''Depth to high water table (m)''' || 1 || || at least 1 || 0.6-1.0 || || || || || || || || || ||
|-
|colspan="2" |'''Slope of permeable pavement surface (%)''' || 1-5 || || 1-5 || 0.5-2.0 || || || || || || || || || ||
|-
|colspan="2" | '''A capped vertical sandpipe, perfored instaled to the bottom of the facility to monitor drainage time''' || 100-150 mm || || || || || || || || || || || || ||
|-
|colspan="2" | '''Botom slope if the system is not designed for infiltratin (%)''' || 1-5 || || 1-5 || || || || || || || || || || ||
|-
|colspan="2" | '''Drainage time of the pavement reservoir after the storm event''' || < 72 hr || || recommended 48 || || || || || || || || || || ||
|-
|colspan="2" | '''Setback from building Foundation(m)''' || 4 || || 4 || || || || || || || || || || ||
|-
|colspan="2"| '''Material'''
|-
|colspan="2" style="text-align: right;| Pervious Concrete || || || || || || || || || || || || || || || || || ||
|-
|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 || || ||
|-
|colspan="2" style="text-align: right;|Void ratio (%) || || || || || 14-31 || 15-25 || 14-31 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;| Permeability (mm/hr) || || || || || 900-21500 || 900-21500 || || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Thickness (mm) || || || || || 100-150 || 100-150 || 100-150 || || || || || || || || || || ||
|-
|colspan="2"|'''Porous Asphalt'''
|-
|colspan="2" style="text-align: right;| Air voids (%) || || || || || min. 16 || min. 16 || min. 16 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;| Thickness (mm) || || || || || 50-100 || 50-100 || 50-100 || || || || || || || || || || ||
|-
|colspan="2"|'''Permeable Pavers'''
|-
|colspan="2" style="text-align: right;| Diameter of crushed aggregate (mm) || || || || || 5 || || 5 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;| Thickness for vehicular applications (mm) || || || || || 80 || || 80 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;| Thickness for pedistrian applications (mm) || || || || || 60 || || 60 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;| Joint widths for pedistrian applications (mm) || || || || || < 15 || || < 15 || || || || || || || || || || ||
|-
|colspan="2"|'''Interlocking concrete pavers'''
|-
|colspan="2" style="text-align: right;|Thickness (mm) || || || || || || 60-80 || || || || || || || || || || || ||
|-
|colspan="2"|'''Stone reservoir'''
|-
|colspan="2" style="text-align: right;|Filter course diameter || || || || || || || || 10-12 mm || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Depth below base pf pavement || || || || || || || || 25-30 || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Depth below subbase, mm || || || || || || || || 50-500 || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Subbase diameter || || || || || || || || 25-40 mm || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Depth below filter course || || || || || || || || 50-250 mm || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Granular subbase stone diameter (mm) || || || || || 50 || 50 || 50 || > 50 || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Void space ratio || || || || || 0.4 || || 0.4 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Granular base stone diameter (mm) || || || || || 20 || || || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Void space ratio || || || || || || 0.3-0.4 || || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Bedding stone diameter (mm) || || || || || 5 || 5 || 5 || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Void ratio (%) || || || || || || 0.3-0.4 || || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Time to drain stone bed, hr || || || || || || 24-72 || || || || || || || || || || || ||
|-
|colspan="2" style="text-align: right;|Thickness (mm) || || || || || 40-75 || 40-75 || 40-75 || || || || || || || || || || ||
|-
|colspan="2" |G'''eotextle'''
|-
| || 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 || || || || || || 2 || || 2 || || || || || || || || || || ||
|-
| wellhead protection areas, year || || || || || || || || || || || || || || || || || || ||
|-
| Subsoil infiltration rate, mm/hr. || || || || || || || || || >= 13 || || || || || || || || || ||
|-
| When contact with anti-skid material || || || || || || || || || >= 26 || || || || || || || || || ||
|-
| When contributing area > 4 hectares || || || || || || || || || >=35 || || || || || || || || || ||
|-
| Emptying Time, hrs. || || || || || || || || || < 72 || || || || || || || || || ||
|}