Difference between revisions of "Talk:Bioretention Design Guide"
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!style="background: cyan; colspan=6;color: black"|Canada | |||
!style="background: cyan; color: black"|US | |||
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| Bioretention || || CVC+TRCA || CVC || || Toronto- 2016 || LID-SWM Guide 2010 || 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 || Pennsylvania-City of Philadelphia green St. design manual-2014 || Minnesota SW Manual-2017 || Tennessee-LID Development-SWM 2016 || Texas-LID Technical Guidance Manual-2013 || Oregon SWM Manual-2014 || Oregon State Univ. Fact Sheets-2011 | | Bioretention || || CVC+TRCA || CVC || || Toronto- 2016 || LID-SWM Guide 2010 || 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 || Pennsylvania-City of Philadelphia green St. design manual-2014 || Minnesota SW Manual-2017 || Tennessee-LID Development-SWM 2016 || Texas-LID Technical Guidance Manual-2013 || Oregon SWM Manual-2014 || Oregon State Univ. Fact Sheets-2011 |
Revision as of 16:10, 20 September 2017
Canada | US | |||||||||||||||||||
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Bioretention | CVC+TRCA | CVC | Toronto- 2016 | LID-SWM Guide 2010 | 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 | Pennsylvania-City of Philadelphia green St. design manual-2014 | Minnesota SW Manual-2017 | Tennessee-LID Development-SWM 2016 | Texas-LID Technical Guidance Manual-2013 | Oregon SWM Manual-2014 | Oregon State Univ. Fact Sheets-2011 | ||
Factsheets-2010 | Construction Guide- 2012 | Retrofit Guide 2014 | ||||||||||||||||||
Filter media depth (m) | ||||||||||||||||||||
Depth | 1-1.25 | 1-1.25 | 1-1.25 | 0.5-1.0 | >= 2.5 ft. | |||||||||||||||
Composition | Topsoil | 30-50% | 20-30 % | 8-20 % | Table 1 & 2 (below) | |||||||||||||||
sand | 85-88 % | Fine sand=0-17%, Coarse to medium sand=71-92 % | 85-88 % | 85-88 % | 85-88 % | 50-85 % | 50-70 | 40% | 85-88 % | 65% sand, 20% sand loam | 85-88 % | 70-88 % | 85-88 % | 50-80 % | 70-85 % (sandy loam) | 85-88 % | 66% | 60% (sandy loam) | ||
Fines(silt and clay) | 8-12 % | 8-12 % | 8-12 % | 7-12 % | 8-12 % | 10-15% (silt),3-10% (clay), both combined, max 20% | clay < 5% | 8-12 % | 8-12 % | 0-12 % silt, 0-2 % clay | Silt 40% , Clay 10% | 10-20% (silt), max. 10% (clay) | 8-12 % | |||||||
gravel | 15% | |||||||||||||||||||
Organic matter | 3-5 % | 3-5 % | 3-5 % | 3-5 % | 3-5 % | 5-10% | 5% | 30-40 % | 1-5 % | 2-5 % | 3-15 % | 3-5 % | 3-5 % | 2-10 % | 5-10 % | 2-5 % | 33% | 40% | ||
P-index value | 10-30 ppm | 12-30 ppm | 10-30 ppm | 10-30 | < 15 | |||||||||||||||
Soluble salts | < 2.0 mmhos/cm | |||||||||||||||||||
Cationic exchange capacity | > 10 meq/100 g | 10 meq/100 g | > 10 meq/100 g | > 10 meq/100 g | > 10 meq/100 g | > 5 meq/100 g | > 10 | > 5 | > 10 | > 10 | > 5 | |||||||||
pH | 5.5-7.5 | 5.5-7.5 | 5.5-7.5 | 5.5-7.5 | 5.5-7.5 | 5.5-7.5 | 6-8 | 6-7 | 6-8.5 (WQ blend) | 6-8 | 5.5-7.5 | |||||||||
Phosphorus | 10-30 ppm | Table 1 & 2 (below) | ||||||||||||||||||
Infiltration rate | > 25 mm/hr | > 25 mm/hr | > 25 mm/hr | > 25 mm/hr | ||||||||||||||||
Surface resistance | <= 110 PSI | |||||||||||||||||||
Sub-surface resistance | <= 260 PSI | |||||||||||||||||||
Saturated hydraulic conductivity , mm/hr | 25 min. | |||||||||||||||||||
P-Content | 10-30 | < 15 ppm | 7-23 mg/kg | |||||||||||||||||
Compost (optional) | 15-25% | 15% | ||||||||||||||||||
Gravel storage | ||||||||||||||||||||
Void space ratio | 0.4 | 0.4 | ||||||||||||||||||
Depth | min. 300 mm | min. 300 mm | min. 300 mm | |||||||||||||||||
Diameter(clear stone) | 50 mm | 50 mm | 50 mm | |||||||||||||||||
Pea gravel choking layer depth (mm) | 100 | 100 | 100 | |||||||||||||||||
diameter (mm) | 3-10 | 3-10 | ||||||||||||||||||
Mulch | ||||||||||||||||||||
Depth | 75 mm | <=75 mm | 75 mm | 75 mm | 70-80 | |||||||||||||||
Overflow | ||||||||||||||||||||
Overflow invert above the filter bed surface | 150-250 | <= 250 mm | ||||||||||||||||||
Monitoring well | ||||||||||||||||||||
Vertical perforated pipe diameter | 100-150 mm | 100-150 mm | 100-150 mm | 100-150 mm | ||||||||||||||||
Underdrain | ||||||||||||||||||||
Required when infiltration rate | < 15 mm/hr | < 15 mm/hr | < 13 mm/hr | |||||||||||||||||
Diameter | min. 100 mm(200 mm recommended) | min. 100 mm, 200 mm is recommended | min. 200 mm | min. 100 mm(200 mm recommended) | 200 mm | 4 inches | ||||||||||||||
Depth above the gravel storage layer | 100 mm | 100 mm | ||||||||||||||||||
Available head beween the inflow point | 1-1.5 m | 1-1.5 m | Typical CDA 0.1-2.5 acres of 100% IP(<0.5 no underdrain), alternative to checking layer is needle punched non-woven geotextile | |||||||||||||||||
and the downstream stream drain invert | ||||||||||||||||||||
Contributing drainage area Typical | 100 m2 to 0.5 hectare | 100 m2 to 0.5 hectare | 0.5-2 acres preferred, max 5 acres, BR min. size 200 ft2 | 5 acres | ||||||||||||||||
Maximum recommended | 0.8 hectare | 0.8 hectare | ||||||||||||||||||
Setback from building Foundation(m) | 4 | 4 | 4 | 3 (clay), 5 (heavy clay) | see table 3 below | |||||||||||||||
(Impervious drainage/treatment facility) area | 5:1 to 15:1 | 5:1 to 15:1 | 5:1 to 15:1 | < 5:1 loading ratio (DA to IA, DA 100% IP) | SA of BR 3 to 6% of CDA | sized at 5-8 % of IPCDA | BR SA 3-6% of CDA | CDA < 5 acres | CDA < 2.5 acres | CDA < 5 acres | BR SA: 6-15 % of IP area | |||||||||
Contributing Slope (%) | 1-5 | 1-5 | >1 % and < 33% | |||||||||||||||||
Slope of the surface, % | <= 1% | |||||||||||||||||||
Water table depth | min. 1.0 m | min. 1.0 m | > 1.8 | 3 ft. | ||||||||||||||||
Outlet | min. 100 mm above the bottom of the facility | Difference in elevation between inflow and outflow =4-6 ft (when underdrain is used) | ||||||||||||||||||
Maximum ponding depth above the filter bed surface | 150-250 mm | 250 mm | 150-250 mm | 350 mm | 18 inch | |||||||||||||||
Facilties receiving road runoff are not located within time of travel | 2 | 2 | ||||||||||||||||||
wellhead protection areas, year | ||||||||||||||||||||
Drainage time of ponded water after the end of storm event , hr | 24 (48 recommd.) | < 48 (2 yr. design) | Max. 48 hr. | |||||||||||||||||
Inlet design for non-point source-grass filter buffer, m | 0.5-3.0 | |||||||||||||||||||
Surface area/Contributing drainage area, % | 10-20 % | 10-20 % | 3.0-30 % | (5-10)%- min. 200 ft2 | ||||||||||||||||
Contributing impervious area | < 4.0 ha. | ` | < 15000 ft2 | |||||||||||||||||
Facility flow velocity | < 0.3 m/s-planted area | <= 1 ft/sec, tree-shurb-mulch cell | ||||||||||||||||||
< 0.9 m/s- mulched zone | <= 3 ft/sec , grassed cell | |||||||||||||||||||
Discharge velocity (outlet point) | < 4 ft/sec | |||||||||||||||||||
Side slope (H:V) | 4:1 preferred(max 2:1) | 3:1 (H:V) | ||||||||||||||||||
Surface geometery (length/width) | 2:1 | |||||||||||||||||||
Infiltration trench (optional) | ||||||||||||||||||||
Depth, m | 0.5-1.0 | |||||||||||||||||||
Width, m | 1.0-6.0 | |||||||||||||||||||
Bottom slope, % | 0 | |||||||||||||||||||
C/N Ratio | 12:1-25:1 | |||||||||||||||||||