Difference between revisions of "Structural practices summary"

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#REDIRECT [[Site considerations]]
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!style="background: cyan; color: black"|Available Space
!style="background: cyan; color: black"|Site Topography
!style="background: cyan; color: black"|Available Head
!style="background: cyan; color: black"|Soils
!style="background: cyan; color: black"|Pollution Hot Spot Runoff
!style="background: cyan; color: black"|Setbacks from Buildings
!style="background: cyan; color: black "|Proximity to Underground Utilities
!style="background: cyan; color: black"|Drainage Area and Runoff Volume
!style="background: cyan; color: black"|Wellhead Protection
!style="background: cyan; color: black"|Water Table
!style="background: cyan; color: black"|Overhead Wires
!style="background: cyan; color: black"|Flow Path Length Across Impermeable Surface
!style="background: cyan; color: black"|Winter Operations
!style="background: cyan; color: black"|Vehicle Loading
!style="background: cyan; color: black"|Structural Requirements
!style="background: cyan; color: black"|Roof Slope
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![[Roof Downspout Disconnection]]
|Simple downspout disconnection requires a minimum flow path length across the pervious area (at least 5 metres) and suitable soil conditions. If the flow path length is less than 5 metres and soils are hydrologic soil group (HSG) C or D, roof downspouts should be directed to another LID practice such as a rainwater harvesting system, soakaway, swale, bioretention area or perforated pipe system.
|Disconnected downspouts should discharge to a gradual slope that conveys runoff away from the building. The slope should be between 1% and 5%. Grading should discourage flow from reconnecting with adjacent impervious surfaces
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|If the infiltration rate of soils in the pervious area is less than 15 mm/hr, they should be tilled to a depth of 300 mm and amended with compost to achieve an organic content in the range of 8 to 15% by weight or 30 to 40% by volume.
|Downspout disconnection can be used where land uses or activities at ground-level have the potential to generate highly contaminated runoff as long as the roof runoff is kept separate from runoff from groundlevel impervious surfaces
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|For simple downspout disconnection the roof drainage area should not be greater than 100 square metres
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![[Soakaways, Infiltration Trenches and Chambers]]
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|Facilities cannot be located on natural slopes greater than 15%
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|Soakaways, infiltration trenches and chambers can be constructed over any soil type, but hydrologic soil group A or B soils are best for achieving water balance and channel erosion control objectives. If possible, facilities should be located in portions of the site with the highest native soil infiltration rates.
|To protect groundwater from possible contamination, source areas where land uses or human activities have the potential to generate highly contaminated runoff should not be treated by soakaways, infiltration trenches or chambers.
|Facilities should be setback a minimum of four (4) metres from building foundations
|Local utility design guidance should be consulted to define the horizontal and vertical offsets. Generally, requirements for underground utilities passing near the practice will be no different than for utilities in other pervious areas
|They can be designed with an impervious drainage area to treatment facility area ratio of between 5:1 and 20:1. A maximum ratio of 10:1 is recommended for facilities receiving road or parking lot runoff
|Facilities receiving road or parking lot runoff should not be located within two (2) year time-of-travel wellhead protection areas
|The bottom of the facility should be vertically separated by one (1) metre from the seasonally high water table or top of bedrock elevation
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![[Bioretention]]
|Designers should reserve open areas of about 10 to 20% of the size of the contributing drainage area. These are areas that would be typically set aside for landscaping. More space is required for designs with soft and shallow side slopes than those with hard, vertical edges.
|Bioretention is best applied when contributing slopes are between 1 to 5%. Ideally, the proposed treatment area will be located in a natural depression to minimize excavation
|If an underdrain is used, then 1 to 1.5 metres elevation difference is needed between the inflow point and the downstream storm drain invert. This is generally not a constraint due to the standard depth of storm drains. For bioretention without an underdrain, the design will only require enough elevation difference to move large event flows through the overflow or bypass without generating a backflow or flooding problem.
|Bioretention can be located over any soil type, but hydrologic soil group A and B soils are best for achieving water balance benefits. Facilities should be located in portions of the site with the highest native soil infiltration rates. Where infiltration rates are less than 15 mm/hr (hydraulic conductivity less than 1x10-6 cm/s) an underdrain is required.
|To protect groundwater from possible contamination, source areas where land uses or human activities have the potential to generate highly contaminated runoff should not be treated by bioretention facilities designed for full or partial infiltration. Facilities designed with an impermeable liner (filtration only facilities) can be used to treat runoff from pollution hot spots
|If an impermeable liner is used, no setback is needed. If not, a four (4) metre setback from buildings should be applied
|Designers should consult local utility design guidance for the horizontal and vertical clearances required between storm drains, ditches, and surface water bodies. It is feasible for on-site utilities to cross linear bioretention; however, this may require design of special protection for the utility. For road right-of-way applications, care should be taken to provide utilityspecific horizontal and vertical offsets
|Bioretention cells work best for smaller drainage areas, as flow distribution over the filter bed is easier to achieve. Typical drainage areas are between 100 m2 to 0.5 hectares. The maximum recommended drainage area to one bioretention facility is approximately 0.8 hectares (Davis et al., 2009). Ideally, bioretention should be used as a source control for small drainage areas and not as an end of pipe control. Typical ratios of impervious drainage area to bioretention cell area range from 5:1 to 15:1.
|Facilities receiving road or parking lot runoff should not be located within two (2) year time-of-travel wellhead protection areas.
|Bioretention should be separated from the seasonally high water table by a minimum of one (1) metre to ensure groundwater does not intersect the filter bed
|Designers should also check whether maximum future tree canopy height in the bioretention area will not interfere with existing overhead phone and power lines
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![[Vegetated Filter Strips]]
|The flow path length across the vegetated filter strip should be at least 5 metres to provide substantial water quality benefits (Barrett et al., 2004). Vegetated filter strips incorporated as pretreatment to another water quality best management practice may be designed with shorter flow path lengths.
|Filter strips are best used to treat runoff from ground-level impervious surfaces that generate sheet flow (e.g., roads and parking areas). The recommended filter strip slope is between 1% to 5%
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|Filter strips are a suitable practice on all soil types. If soils are highly compacted, or of such low fertility that vegetation cannot become established, they should be tilled to a depth of 300 mm and amended with compost to achieve an organic content of 8 to 15% by weight or 30 to 40% by volume
|To protect groundwater from possible contamination, source areas where land uses or human activities have the potential to generate highly contaminated runoff should not be treated by vegetated filter strips.
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|Filter strips should only be used where depth to the seasonally high water table is at least one (1) metre below the surface
|A limiting design factor is that the maximum flow path length across the impermeable surface should be less than 25 metres
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![[Permeable Pavement]]
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|The slope of the permeable pavement surface should be at least one percent and no greater than five percent. The impervious land surrounding and draining into the pavement should not exceed 20% slope
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|Systems located in low permeability soils with an infiltration rate of less than 15 mm/hr, require incorporation of a perforated pipe underdrain
|To protect groundwater from possible contamination, source areas where land uses or human activities have the potential to generate highly contaminated runoff should not be treated by permeable pavement
|Local utility design guidance should be consulted to define the horizontal and vertical offsets. Generally, requirements for underground utilities passing under or near permeable pavement will be no different than for utilities in other pervious areas. However, permeable pavement has a deeper base than conventional pavement which may impact shallow utilities.
|In general, the impervious area treated should not exceed 1.2 times the area of permeable pavement which receives the runoff
|Permeable pavement should not be used for road or parking surfaces within two (2) year time-of-travel wellhead protection areas
|The base of permeable pavement stone reservoir should be at least one (1) metre above the seasonally high water table or bedrock elevation
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|Sand or other granular materials should not be applied as anti-skid agents during winter operation because they can quickly clog the system. Winter maintenance practices should be limited to plowing, with de-icing salts applied sparingly
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![[Enhanced Grass Swales]]
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Latest revision as of 17:24, 12 April 2019

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