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SMP Sizing in Redevelopment Projects Scenarios are countless Tools –Simple method –CN back calculation –Peak Discharge Rate Chapter 10 Criteria List of.

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Presentation on theme: "SMP Sizing in Redevelopment Projects Scenarios are countless Tools –Simple method –CN back calculation –Peak Discharge Rate Chapter 10 Criteria List of."— Presentation transcript:

1 SMP Sizing in Redevelopment Projects Scenarios are countless Tools –Simple method –CN back calculation –Peak Discharge Rate Chapter 10 Criteria List of Verified Practices

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3 Site Description Total area = 4 acres Disturbed are = 1 acre Impervious area =.6 acre Precipitation = 1” Storm Type 2 Justification Sizing and SMPs selection –4 scenarios Justification

4 Bethlehem, NY Site information –approximately 29.2% Imp –florist, green houses, parking, planting beds Proposed development –54% impervious –condominium complex, 9 buildings and 4 covered garages Constraints –relocating a sanitary sewer –maintaining setbacks Proposed practice –CDS units –Underground storage

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6 Scenario 1 Reconstruction of existing impervious area not exceeding footprint. Selected Practice: Reduction of Impervious area by 25% Plan appropriately Document footprint reduction Ensure adequate infiltration Soil amendment Decompaction

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8 Redevelopment Project with an Existing Detention Pond Keep the detention pond Address WQ treatment

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10 WQv Calculation -1

11 WQv Calculation –2 100% Impervious Reduce upstream drainage and control an area that is all impervious. < <

12 WQv Calculation –3 Rv Constant

13 Scenario 2 Reconstruction of existing impervious area not exceeding footprint. Selected Practice: Infiltration Trench Calc. WQv x 25% Locate sub-catchment & diversion structure Check feasibility & limitations Document maintenance plan, etc.

14 Change of hydrology Change of design point focus on priority pollutant areas Rv no less than pre construction storage design Essential to define design point and subcatchments calc Wqv based on drainage area Rv. no less than preconstruction Earth google location of daycare center project soil type 40% A, 60% B imp. Reductions 5% change of hydrology number of existing dry wells 8 number of future dry-wells 5 Relocation of imp. Area relocation of dry detention pond open channel design for wqv Infiltration by soil testing/de-compaction/creating depression area

15 Site Description Eddy Greenhouses Nursing facility in Cohoes Area encompass 22 acres Northwestern portion of the property undeveloped (wetlands) Remainder is buildings and parking areas Existing impervious area 8.29 acres Proposed construction 16 Greenhouses –New construction 7.8 acres –Reconstruction 6.17 acres

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17 Redevelopment Project with an Existing Detention Pond May modify the pond to meet pond design standards

18 Redevelopment Project with Increased Footprint

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20 Proposed Plan Eddy Greenhouses Reduce impervious area by 25% Design a P-1 Pond Maintain existing water quantity controls in pond Provide treatment for all the new disturbance Provide treatment for a portion of the existing imperviousness Allow sheet flow for ½ of the site that did not have detention in existing condition Did not restore soil property Increase HSG for new pervious area

21 Scenario 3 Reconstruction of existing impervious area not exceeding footprint. Selected Practice: Hydrodynamic System Back calc. CN If only imp. Connected, CN = 98 Define flow rate Locate sub-catchment, flow splitter Look up the corresponding model from table 1 Check all the requirements for suitability of the practice, feasibility, limitations (head, soil, separation distance, etc.) Document calculation method, manufacturer’s recommendation, maintenance plan, etc.

22 Redevelopment Project with Increased Footprint

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26 InputsParameterRedevelop.Units New Construction Site AcreageA2acres0.5 Impervious AreaIA1.5acres0.5 Impervious Cover%I75%100 Runoff CoefficientRv= *I0.73constant0.95 Min. R v RvRv 0.2constant0.2 90% RainfallP1inches1 Water Quality VolumeWQ v = [PR v A]/ Acre-Feet ft^ Alternative Practice, sized to 75% of WQv, define priority areas that generate a runoff volume equivalent to the target WQv. Rv constant Total (ft^3)

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28 Equations WQv = [PRvA]/12 Rv= *I I = imperviousness P= precipitation (inch) A= area

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32 CN Back-Calculation Peak Discharge Rate

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35 Hydrodynamic Systems Vortechs System

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37 Hydrodynamic Systems

38 WQv  V SM + V DL + (D P x A RG ) V SM = A RG x D SM x n SM V DL (optional) = A RG x D DL x n DL where: V SM = volume of the soil media [cubic feet] V DL = volume of the drainage layer [cubic feet] A RG = rain garden surface area [square feet] D SM = depth of the soil media, typically 1.0 to 1.5 feet [feet] D DL = depth of the drainage layer, typically.05 to 1.0 feet [feet] D P = depth of ponding above surface, maximum 0.5 feet [feet] n SM = porosity of the soil media (≥20%) n DL = porosity of the drainage layer (≥40%) WQv= Water Quality Volume [cubic feet], as defined in Chapter 4 of the New York Stormwater Management Design Manual Alternative Practices Rain Garden

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40 Redevelopment Project with Increased Footprint

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42 Green Roof Design Total WQv Treatment by Porous Pavement and Green Roof


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