Module 14: Small Storm Hydrology, Continuous Simulations...
Transcript of Module 14: Small Storm Hydrology, Continuous Simulations...
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Module 14: Small Storm Hydrology, Continuous Simulations
and Treatment Flow RatesThe Integration of Water Quality and
Drainage Design Objectives
Robert Pitt, Ph.D., P.E., DEEDepartment of Civil, Construction, and Environmental
EngineeringUniversity of Alabama
Tuscaloosa, AL, USA 35487
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Urban Stormwater Hydrology History• Early focus of urban stormwater was on storm sewer and flood control design using the Rational Method and TR-55 (both single event, “design storm” methods).
• The Curve Number procedure was developed in the 1950s by the (then) SCS as a simple tool for estimating volumes generated by large storm events in agricultural areas, converted to urban uses in mid 1970s (TR55 in SCS 1976). Data based on many decades of observations of large storms in urban areas, at Corps of Engineers monitoring locations. Data available from the Rainfall-Runoff database report prepared by the Univ. of Florida for the EPA.
• Water quality focus results form Public Law 92-500, the Clean Water Act, 1972. Stormwater quality research started in the late1960s, with a few earlier interesting studies. Big push with Nationwide Urban Runoff Program (NURP) in late 70s and early 80s. Most still rely on earlier drainage design approaches.
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Many stormwater monitoring configurationsused over the years
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Importance of Site Hydrology in the Design of Stormwater Controls
• Design of stormwater management programs requires knowledge of site hydrology
• Understanding of flows (variations for different storm conditions, sources of flows from within the drainage area, and quality of those flows), are needed for effective design of source area and outfall controls.
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The following equation can be used to calculate the actual NRCS curve number (CN) from observed rainfall depth (P) and runoff depth (Q), both expressed in inches:
CN = 1000/[10+5P+10Q-10(Q2+1.25QP)1/2]
The following plots use rainfall and runoff data from the EPA’s NURP projects in the early 1980s (EPA 1983), and from the EPA’s rainfall-runoff-quality data base (Huber, et al. 1982).
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Low Density Residential Sites
Pitt, et al. (2000)
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Medium Density Residential Sites
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High Density Residential Sites
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Highway Sites
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Knowing the Runoff Volume is the Key to Estimating Pollutant Mass
• There is usually a simple relationship between rain depth and runoff depth.
• Changes in rain depth affect the relative contributions of runoff and pollutant mass discharges:– Directly connected impervious areas contribute
most of the flows during relatively small rains– Disturbed urban soils may dominate during
larger rains
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Source Characteristics of Stormwater Pollutants
• Quality of sheetflows vary for different areas.
• Need to track pollutants from sources and examine controls that affect these sources, the transport system, and outfall.
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Street dirt washoff and runoff test plot, Toronto
Pitt 1987
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Runoff response curve for typical residential street, Toronto
Pitt 1987
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Ponding during very intense rain in area having sandy soils.
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Disturbed Urban Soils during Land Development
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Road shoulder soil compaction due to parked cars along road.
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Soil modifications can result in greatly enhanced infiltration in marginal soils.
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Direct measurements of turf runoff for different soil conditions.
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WI DNR Double-Ring Infiltrometer Test Results (in/hr), Oconomowoc (mostly A and B soils)
all 000all 000
0 to 0.60.600 to 0.2 00.20.3 to 3.21.70.30 to 0.30.10.31.6 to 2.62.52.62.4 to 3.83.33.12.9 to 6.86.84.13.1 to 6.33.64.75.1 to 9.69.45.70.2 to 9.49.45.89.4 to 179.414.717 to 24172211 to 251525
Range of Observed RatesFinal RateInitial Rate
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Infiltration Rates in Disturbed Urban Soils (AL tests)
Sandy Soils Clayey Soils
Recent research has shown that the infiltration rates of urban soils are strongly influenced by compaction, probably more than by moisture saturation.
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Infiltration Measurements for Noncompacted, Sandy Soils (Pitt, et al. 1999)
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Infiltration Rates during Tests of Disturbed Urban Soils
2.40.260All other clayey soils (compacted and dry, plus all wetter conditions)
1.59.818Noncompacted and dry clayey soils
1.31.439Compacted sandy soils
0.41336Noncompacted sandy soils
COVAverage infiltration rate (in/hr)
Number of tests
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Long-Term Sustainable Average Infiltration Rates (3 of 15 textures tested)
Very highVery high80
IdealIdealMay affect -
1.4511.4941.620
HandStandardModified
Sand
180.90.08
May affectMay affect +Restrict
1.5081.6801.740
HandStandardModified
Silt
3.000
May affectn/an/a
1.241n/an/a
HandStandardModified
Clay
Long-term Average Infilt. Rate (in/hr)
Effects on Root Growth (per NRCS)
Dry Bulk Density (g/cc)
Compaction Method
SoilTexture
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Natural forces and management attempts to increase infiltration in compacted soils. Nature much better at this than we are.
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Observed vs. Predicted Runoff at Madison Maintenance Yard Outfall
-
0.5
1.0
1.5
2.0
2.5
3.0
- 0.5 1.0 1.5 2.0 2.5 3.0
Observed Runoff (in)
Pred
icte
d R
unof
f (in
)
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Design Issues Related to Storm Size
• Recognize different objectives of storm drainage systems • Recognize associated rainfall conditions affecting different
objectives• Select the appropriate tools for design• Example - 4 major rainfall categories for Milwaukee, WI:
<0.5 in (<12 mm)0.5 to 1.5 in (12 to 40 mm)1.5 to 3 in (40 to 75 mm)>3 in (>75 mm)
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0.5 1.5 3
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Probability distribution of rains (by count) and runoff (by depth).
Birmingham Rains:<0.5”: 65% of rains(10% of runoff)
0.5 to 3”: 30% of rains(75% of runoff)
3 to 8”: 4% of rains(13% of runoff)
>8”: <0.1% of rains(2% of runoff)
0.5” 3” 8”
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Same pattern in other parts of the country, just shifted.
Pitt, et al. (2000)
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Design Issues (<0.5 inches)• Most of the events (numbers of rain storms)• Little of annual runoff volume• Little of annual pollutant mass discharges• Probably few receiving water effects• Problem:
– pollutant concentrations likely exceed regulatory limits (especially for bacteria and total recoverable heavy metals) for each event
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Fishing in urban waters also occurs, both for recreation and for food.
WI DNR photo
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Children frequently play in urban creeks, irrespective of their designation as water contact recreation waters
WI DNR photo
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Suitable Controls for Almost Complete Elimination of Runoff Associated with
Small Rains (<0.5 in.)
• Disconnect roofs and pavement from impervious drainages
• Grass swales• Porous pavement walkways• Rain barrels and cisterns
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Roof drain disconnections
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Grass-Lined Swales
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Ponds, rain barrels and cisterns for stormwater storage for irrigation and other beneficial uses.
Rural airport and rural home near Auckland, New Zealand, examples
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Simple porous paver blocks used for walkways, overflow parking, and seldom used access roads.
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Green roof, Portland, OR
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Calculated Benefits of Various Roof Runoff Controls (compared to typical directly connected residential pitched roofs)
87/100/96%Rain garden with amended soils (3m x 2m)
84/87/91%Disconnect roof drains to loam soils
75/77/84%Planted green roof
66/67/88%Cistern for reuse of runoff for toilet flushing and irrigation (3m D x 1.5 m H)
13/21/25%Flat roofs instead of pitched roofs
Annual roof runoff volume reductions
Annual Birmingham, AL, rains (1.4 m) compared to Seattle, WA, rains (0.84 m), andPhoenix, AZ, rains (0.24 m)
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Design Issues (0.5 to 1.5 inches)
• Majority of annual runoff volume and pollutant discharges
• Occur approximately every two weeks• Problems:
• Produce moderate to high flows• Produce frequent high pollutant loadings
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WI DNR photo
Frequent high flows after urbanization
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Suitable Controls for Treatment of Runoff from Intermediate-
Sized Rains (0.5 to 1.5 in.)
• Initial portion will be captured/infiltrated by on-site controls or grass swales
• Remaining portion of runoff should be treated to remove particulate-bound pollutants
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Rain Garden Designed for Complete Infiltration of Roof Runoff
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Soil Modifications for rain gardens and other biofiltration areas can significantly increase treatment and infiltration capacity compared to native soils.
(King County, Washington, test plots)
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Percolation areas or ponds, infiltration trenches, and French drains can be designed for larger rains due to storage capacity, or small drainage areas.
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Bioretention and biofiltration areas having moderate capacity
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Temporary parking or access roads supported by turf meshes, or paver blocks, and advanced porous paver systems designed for large capacity.
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Wet detention ponds, stormwater filters, or critical source area controls needed to treat runoff that cannot be infiltrated.
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Design Issues (1.5 to 3 inches)
• Larger events in category are drainage design storms• Establishes energy gradient of streams• Occurs approximately every few months (once to
twice a year)• Problems:
– Unstable streambanks– Habitat destruction from damaging flows– Sanitary sewer overflows– Nuisance flooding and drainage problems/traffic
hazards
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WI DNR photos
Infrequent very high flows are channel-forming and may cause severe bank erosion and infrastructure damage.
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High flows may cause separate sewer overflows (SSOs), resulting in the discharge of raw sewage.
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Controls for Treatment of Runoff from Drainage Events (1.5 to 3 in.)• Infiltration and other on-site controls will
provide some volume and peak flow control• Treatment controls can provide additional
storage for peak flow reduction • Provide adequate stormwater drainage to
prevent street and structure flooding• Provide additional storage to reduce magnitude
and frequency of runoff energy• Capture sanitary sewage overflows for storage
and treatment
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Storage at treatment works may be suitable solution in areas having SSOs that cannot be controlled by fixing leaky sanitary sewerage.
Golf courses can provide large volumes of storage.
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Design Issues (> 3 inches)• Occur rarely (once every several years to
once every several decades, or less frequently)
• Produce relatively little of annual pollutant mass discharges
• Produce extremely large flows and the largest events exceed drainage system capacity
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WI DNR photo
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Controls for Treatment of Runoff from Very Large
Events (> 3 in.)
• Provide secondary surface drainage system to carefully route excess flood water away from structures and roadways
• Restrict development in flood-prone areas
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Appropriate Combinations of Controls• No single control is adequate for all problems• Only infiltration reduces water flows, along with soluble
and particulate pollutants. Only applicable in conditions having minimal groundwater contamination potential.
• Wet detention ponds reduce particulate pollutants and may help control dry weather flows. They do not consistently reduce concentrations of soluble pollutants, nor do they generally solve regional drainage and flooding problems.
• A combination of bioretention and sedimentation practices is usually needed, at both critical source areas and at critical outfalls.
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Example of design of integrated program to meet many objectives
•Smallest rains (<0.5 in.) are common, but little runoff. Exceed WQ standards, but these could be totally infiltrated.
•Medium-sized storms (0.5 to 1-1/2 in.) account for most of annual runoff and pollutant loads. Can be partially infiltrated, but larger rains will need treatment.
•Large rains (>1-1/2 in.) need energy reduction and flow attenuation for habitat protection and for flood control.
Example of monitored rain and runoff distributions during NURP. Similar plots for all locations, just shifted.
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Relationship between basin development, riparian buffer width, and biological integrity in Puget Sound lowland streams. (From May, C.W. Assessment of the Cumulative Effects of Urbanization on Small Streams in the Puget Sound Lowland Ecoregion: Implications for Salmonid Resource Management. Ph.D. dissertation, University of Washington, Seattle. 1996.
EXCELLENT
GOOD
FAIR
POOR
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100Watershed Urbanization (%TIA)
0
5
10
15
20
25
30
35
40
45
Ben
thic
Inde
x of
Bio
tic In
tegr
ity
(B-I
BI)
Riparian IntegrityBiotic Integrity
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PoorFair/GoodGood/ExcellentAquatic Life Biodiversity
Highly UnstableUnstableStableChannel Stability
Damaged26–100%
Imperviousness
Impacted11– 25%
Imperviousness
Sensitive0 – 10%
Imperviousness
Urban Steam Classification
Figure and Table from Center of Watershed Protection
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00.10.20.30.40.50.60.70.80.9
1
1 10 100Directly Connected Impervious Area (%)
Rv
Sandy Soil Rv Silty Soil Rv Clayey Soil Rv
GoodFair
Poor
Relationship between Directly Connected Impervious Areas, Volumetric Runoff
Coefficient, and Expected Biological Conditions
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WinSLAMM v 9.2 Output Summary
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12034302.11.5 (bankfullconditions)
900380901.241.01 (critical mid-bankfullconditions)
Exceedence for Ultimate Development Conditions, with ZRI Controls (hrs per 5 yrs)
Exceedence for Existing Development Conditions, with ZRI Controls (hrs per 5 yrs)
Exceedence for Predevelopment Conditions (hrs per 5 yrs)
Existing Flowrate(m3/s)
Recurrence Interval (yrs)
Hours of Exceedence of Developed Conditions with Zero Runoff Increase Controls Compared to Predevelopment Conditions (MacRae(1997)
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Poor0.291221675120RESLittle
Shades Creek
Poor0.613.46136228COM ALJC 012
Poor0.307.92864133Resid. Med. Dens.
ALJC 010
Poor0.37123454102Resid. High Dens.
ALJC 009
Poor0.517.35340721INDALJC 002
Poor0.672.87225341INDALJC 001
Expected Biological
Conditions of Receiving
Waters
Vol. Runoff Coeff. (Rv)
DisconnectedImperviousAreas (%)
DirectlyConnectedImperviousAreas (%)
PerviousAreas(%)
Area(ac)
MajorLand Use
WatershedID
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Flow-Duration Curves for Different Stormwater Conservation Design Practices
0
20
40
60
80
100
120
140
0.1 1 10 100
% Greater than Discharge Rate
Dis
char
ge (c
fs)
Top Set:No ControlsSwales
Bottom Set:BiorententionSwales and BioretentionPond and Bioretention Pond, Swales and Bioretention
Flow Duration Curves are Ranked in Order of Peak Flows
Middle Set:PondPond and Swales
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Cost Effectiveness of Stormwater Control Practices for Runoff Volume Reductions
Swales andBioretention
Pond and Bioretention
Bioretention
Pond, Swales and Bioretention
Pond
Pond and Swale
Swale
0
10
20
30
40
50
60
70
80
0 20 40 60 80
Max % Runoff Reduced
$/10
00 c
u. F
t R
educ
ed
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Example of Stormwater Control Implementation
fairpoorpoorpoorpoorExpected biological conditions in receiving waters(based on Rv)
0.030.030.030.07n/aUnit Removal Costs for Runoff Volume ($/ft3)
67%58%10%1.4%n/a% Reduction of Total Runoff Volume Discharges
0.200.260.540.600.61Runoff Coefficient (Rv)
245619744041180Annualized Total Costs ($/year/ac)
Pond, Swales and
Bioretention
Bioretention Only
SwalesOnly
PondOnly
No controls
• Site ALJC 012
• Area 228 acres = 92.3 ha
• Bioretention devices give the greatest reduction in runoff volume discharged
• The biological conditions improved from “poor” to “fair” due to stormwater controls
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• These graphs illustrate the relationships between the directly connected impervious area percentages and the calculated volumetric runoff coefficients (Rv) for each land use category (using the average land use characteristics), based on 43 years of local rain data.
• Rv is relatively constant until the 10 to 15% directly connected impervious cover values are reached (at Rv values of about 0.07 for sandy soil areas and 0.16 for clayey soil areas), the point where receiving water degradation typically is observed to start.
• The 25 to 30% directly connected impervious levels (where significant degradation is observed), is associated with Rv values of about 0.14 for sandy soil areas and 0.25 for clayey soil areas, and is where the curves start to greatly increase in slope.
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0
10
20
30
40
50
60
0 20 40 60 80 100
Percent of Annual Flow Less than Flow Rate (Seattle 1991)
Flow
Rat
e (g
pm p
er a
cre
pave
men
t)
Flow rates for Seattle, WA
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0
10
20
30
40
50
60
70
80
90
100
10 100
Treatment Flow Rate (gpm per acre of pavement)
Per
cent
of A
nnua
l Flo
w T
reat
ed (S
eattl
e 19
91)
Treatment flow rates needed for Seattle, WA
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0
50
100
150
200
250
300
350
400
450
0 20 40 60 80 100
Percent of Annual Flow Less than Flow Rate (Atlanta 1999)
Flow
Rat
e (g
pm p
er a
cre
pave
men
t)
Flow rates for Atlanta, GA
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0
10
20
30
40
50
60
70
80
90
100
10 100 1000
Treatment Flow Rate (gpm per acre of pavement)
Perc
ent o
f Ann
ual F
low
Tre
ated
(Atla
nta
1999
)
Treatment flow rates needed for Atlanta, GA
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10040251606545Atlanta, GA
9035201506038Phoenix, AZ
653520836035Milwaukee, WI
533018805231Portland, ME
301810442816Seattle, WA
90%70%50%90th
Percentile 70th
Percentile 50th
Percentile Location
Flow Rate Needed for Different Levels of Annual Flow
Treatment (gpm/acre pavement)
Annual Flow Rate Distributaries (gpm/acre pavement)
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Creating Flow-Duration Probability Plots in WinSLAMM
• Export 6-minute flow increment data (select this as an output option; was created to allow WinSLAMM to interface with hydraulic and drainage models, such as SWMM)
• Import this *.csv file into Excel (Office 2003 version limits the spreadsheet to about 65,000 rows, allowing only about 9 months of observations, suitable for a typical rain period in a northern area after selecting a typical rain year; Office 2007 allows 1,000,000 rows, allowing about 11 years of observations).
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• WinSLAMM has a rain utility that assists in selecting the typical rain period. This utility sorts the rain years in a large mulit-year rain file by total annual rain totals, and calculates the residuals from the long-term average value. It also shows the monthly totals (depths and numbers of events) and compares those values to the long-term averages.
• Sort the flow column in descending order and remove all zero values (most of the flow increments will be zero, allowing possible appending new data sets if using older version of Excel to extend the analysis period).
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• If a treatment flow rate is desired, then a candidate treatment flow rate (such as 25 gpm) is subtracted from each increment value (after unit conversions!).
• All negative results are removed (corresponding to when the treatment flow rates are larger than the actual flow, and all is treated).
• These excess values (flows that bypass the treatment device) are then summed for the whole analysis period and compared to the total flow that occurred during the period.
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• These calculated percentages for each treatment flow rate are then plotted.
• If coarser flow-increment data is all that is needed, then the direct model output for the flow-duration option can be directly used, without using the higher resolution flow data and Excel.
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Summary
• WinSLAMM output options and many of the built-in utilities enable a stormwater manager to investigate flow-duration conditions in many ways
• Continuous simulations, especially considering the effects of stormwater controls, over many decades are a very powerful tool.