New Research Focusing on
Emerging Wet Weather Flow
Management Strategies
Robert Pitt, Kenya Goodson, Olga Ogburn, John Hardin,
Redahegn Sileshi, Leila Talebi, Noboru Togawa, Ryan
Bean, and Sree Usha Veeravalli
The Department of Civil, Construction, and
Environmental Engineering
The University of Alabama
Tuscaloosa, AL 35487
The research carried out by our group at the University of
Alabama has recently focused on sources and treatability of wetweather flows and contaminants, and the development and
testing of new treatment technologies. Some of these activities
are listed below and will be briefly described during this
presentation:
• The National Stormwater Quality Database
• Surveys and the identification of inappropriate discharges to stormwater
drainage systems using source tracking and uncertainty analyses
• Bacteria sources and control options in the Lake Tuscaloosa watershed
• Urban pet and wildlife bacteria sources, survivability, and transport
• Pollutant releases during the initial aging of asphaltic pavements
• Degradation and pollutant releases from piping and gutter materials
under different pH and salinity conditions (WEFTEC poster)
• Heavy metal leaching from treated wood ash and soil amendments
• PAH contamination of urban stream sediments by particle size and
organic content, and the development of thermal extraction methods
Management and treatment of wet weather flow discharges:
• Stormwater non-potable beneficial uses
• Development of biofiltration media designs to meet very low numeric
effluent limits from an industrial site (WEFTEC presentation)
• Monitoring and modeling the interaction of green infrastructure practices
for the control of combined sewer overflows
• Sources and treatment of emerging contaminants in wet weather flows
• Testing of alternative biofiltration underdrain systems and the effects of
sand characteristics on treatment flow rates (WEFTEC poster)
• Development and testing of the upflow filter for critical source areas
• Scour of captured stormwater sediments from simple treatment devices
• The use of WinSLAMM at US naval facilities to identify sources and
treatment options for critical heavy metals
• Development of monitoring program to evaluate the performance of green
infrastructure components for the control of CSOs
• Soil characteristics and infiltration designs to assist the city of Tuscaloosa in
its reconstruction efforts
National Stormwater Quality Database,
Developed for the EPA to compile existing
stormwater discharge permit data
Number of Events and Geographical Coverage in NSQD ver. 3
Rain Zone
Zone 1- Great Lakes and
Northeast
Zone 2- Mid Atlantic
Zone 3- Southeast
Zone 4- Lower Mississippi
Valley
Zone 5- Texas
Zone 6- Southwest
Zone 7- Northwest
Zone 8- Rocky Mountains
Zone 9- Midwest
TOTAL
Number of
Events
Percentage of
Events
1,271
3,984
744
15
46
9
301
799
417
4
9
5
865
24
197
8,602
10
0.3
2
100
Storm drainage system in Tuscaloosa used to
evaluate inappropriate discharge protocols
developed for EPA
Higher E. coli levels were found in subwatersheds of Lake Tuscaloosa
during large rains (>25 mm), compared to smaller rains, and more
subwatersheds exceed the local criterion during the larger rains.
Bacteria Sources
in the Lake
Tuscaloosa
Watershed
Hydrology calibration
time series
Watershed monitoring indicated
that subwatersheds having chicken
facilities had much greater levels of
E. coli than subwatersheds having
other land uses:
-forested land had the lowest, then
residential areas, then
pastures/cattle feedlots, then
chicken facilities with the highest
Hydrology verification for
long period of continuous
simulation
Bacteria fate calibration
time series
Survivability of Indicator Bacteria on
Pervious and Impervious Surfaces
Monitoring of 0.4 ha parking lot and surrounding landscaped area –
Urban wildlife is a major source of bacteria in urban areas.
Look at these rain intensities!
Relatively large
median particle size
(larger at beginning
and end of rain)
Definite “first flush” of
turbidity at small
source area
Bacteria generally
increased during rain
On concrete blocks, dog poop E. coli had rapid die-off for all conditions, except
for warm, wet, and dark conditions. Die-off rate after one or two days
decreased significantly and was similar to the persistent conditions. Three log
removals (99.9% reductions) after about 10 days for most conditions. Re-growth
was observed for warm, dry, and dark conditions after initial rapid dieoff.
Enterococci was more persistent than E. coli with no removal noted for warm,
wet, and dark conditions, with re-growth after the two day initial rapid die-off
period for the other conditions.
All Treatments, Enterococci
0.5
0
0
50
100
150
200
250
300
350
400
-0.5
Log(MPN/Initial)
-1
-1.5
WarmWetDark
WarmWetUV
WarmDryDark
-2
WarmDryUV
CoolWetDark
-2.5
CoolWetUV
CoolDryDark
-3
CoolDryUV
-3.5
-4
-4.5
Hours
Pollutant Releases During the Initial Aging of
Asphaltic Pavements
Fluorene, Anthracene, Pheneanthrene, Pyrene, and Benzo(a)pyrene from the
pavement with the sealer indicated increasing concentrations with increasing
exposure, while the hot mix and warm mix asphalt pavements showed little PAH
concentration changes with time for these and other PAHs.
Phenantherene from the pavements with time
Fluorene from the pavements with time
0.10
P-Value = 0.878
0.08
Warm
Mix
P-Value = 0.215
0.7
Asphaltic
Sealant
0.6
0.06
0.04
0.02
P-Value = 0.740
P-Value = 0.514
P-Value = 0.190
0.5
concentration (ug/l)
concentration (ug/l)
Hot Mix
P-Value = 0.935
0.4
0.3
0.2
0.1
0.00
0.0
HMA1
0-2 months
HMA2
2-6 months
WMA1
WMA2
AS1
0-2 months
2-6 months
0-2 months
AS2
2-6 months
HMA1
HMA2
2-6
months
0-2 months
WMA1
0-2 months
WMA2
2-6 months
AS1
0-2 months
The PAH concentrations in the pavement runoff samples were very low (most
less than 1 µg/L).
AS2
2-6 months
Zinc Concentrations in Pavement Runoff
Hot Mix
Warm Mix
Asphaltic
Sealant
• Pb, Cd and Cr always below the detection limits in all samples.
• Zinc showed an increasing trend with the aging of the pavement,
with the highest concentrations being 210 to 250 µg/L after the 6
month aging period.
Copper Concentrations in Pavement Runoff
Hot Mix
Warm
Mix
Asphaltic
Sealant
Cu release from the pavements showed a weak increasing trend
with the highest concentrations being about 170 µg/L for the
final sample at the end of 6 months of aging of the pavements.
Mass Release per Surface Area, mg/m2
Lead Releases for Pipe/Gutter Materials at pH 5
and pH 8
100
10
P. Steel pH 5
G. Steel pH 5
P. Steel pH 8
1
0.001
0.01
0.1
Time, day
1
10
G. Steel pH 8
0
 Lead release was observed only for galvanized steel.
 Lead losses occurred only after about several hours to one day
of exposure.
 The highest lead release was about 0.7 mg/L (corresponding to
about 30 mg/m2).
Copper Releases at pH 5
Mass Release per Surface Area,
mg/m2
1,000
100
P. PVC pH 5
P. HDPE pH 5
P. Steel pH 5
10
G. Vinyl pH 5
G. Aluminum pH 5
1
0.001
0.01
0.1
G. Copper pH 5
1
10
0
Time, day
 The highest copper release was observed from copper
materials at pH 5. After about one day of exposure, the copper
concentration was more than 6 mg/L (970 mg/m2).
 Copper release was also found for the other materials, but at
much lower concentrations.
Zinc Releases at pH 5
Mass per Surface Area, mg/m2
1000
100
P. PVC pH 5
P. HDPE pH 5
P. Steel pH 5
G. Vinyl pH 5
G. Aluminum pH 5
G. Steel pH 5
G. Copper pH 5
10
1
0.001
0.01
0.1
1
10
100
0
Time, day
 Zinc losses were the highest for galvanized steel materials
(as high as 100 mg/L)
 Copper materials were the second highest source of Zinc
release
 Concrete and Plastic materials were the lowest source of zinc
Leaching of Heavy Metals from Treated
Wood Ash with Different Amendments
• Evaluation of CaSO4 performance
• Accelerated leaching equivalent to annual rainfall at
the burn site
- 19 Rainfall events = 130 cm yr-1
• Evaluation of metals leached mass determined for each rainfall
event
- 49 g CCA-ash, 68 g CaSO4, 231 g soil
- 1.6:1 Ratio of Ca+2 to CCA-metals
• Measure leachate pH for each rainfall event
- pH Range: 7.3 to 8.0
Metals Present and
Leached from Soil/Ash Mixture (mg g-1 & %)
1000
Log Metals (mg g-1 Ash)
Total Metal (mg)
100
232
Leached Metal (mg)
Cu
Cr
As
86
76
70
10
6.9
4.2
1
2.6
0.1
0.03
0.01
1
3.0%
3
0.03%
5.5%
Mass % Leached
2
Leaching Trend : Cr>As>Cu
4
3.7%
Log Leached Metal mg g-1 Ash
Batch Leaching of
CCA-ash & Soil/CCA-ash Mixture
100.0
100
10
10.0
Cr
As
17.1
10.1
4.23
250% Decrease
2.60
1.0
1.0
74% Lower
0.1
0.1
0.0
0.01
75% Lower
280% Higher
Cu
Cu Leached
Cr Leached
As Leached
0.010
Ash-Only 1Leach
0.029
Ash-Soil2Leach
Leach Samples
1.02
0.446
0.369
1150% Decrease
1550% Increase
3
Ash-Soil Releach
Therefore natural soil retards Cr & As mobility
PAHs in Urban Stream Sediments
Site 1: Cribbs Mill Creek
• Source areas: medium density two
story family home residential area
• No history of sanitary sewage
contamination
Site 2: Hunter Creek
• Source areas: automobile service
commercial areas, heavy traffic
along McFarland Blvd., and runoff
from trailer park residential areas
Site 3: Carroll Creek
• Source areas: A residential area on
one side and forested lands on the
other side of the creek
• Has a recent history (in 2006) of
sanitary sewer overflows (SSOs) into
the creek
Dibenz(a,h)anthracene
15000
10000
5000
0
<
45
45
0
-9
90
80
-1
0
18
55
-3
5
35
10
-7
0
71
0
40
-1
00
14
0
80
-2
>
00
28
a
Le
s
ve
Size Range (µm)
% Mass Association with Sediment
Fluorene
25000
20000
15000
10000
5000
0
<
45
45
0
-9
90
80
-1
0
18
55
-3
5
35
10
-7
0
71
0
40
-1
00
14
0
80
-2
>
00
28
es
av
Le
Size Range (µm)
% Mass Association with Sediment
Anthracene
20000
15000
10000
5000
0
<
45
45
0
-9
90
80
-1
0
18
55
-3
5
35
10
-7
0
71
-
00
14
Size Range (µm)
00
14
-
00
28
>
00
28
Le
es
av
35000
30000
25000
20000
15000
10000
5000
0
<
Almost all of the
sediment PAHs
are associated,
by mass, in the
intermediate
particle size
fraction (90 to
710 µm), even
though this size
range had the
lowest
concentrations
45
45
0
-9
90
80
-1
0
18
55
-3
5
35
10
-7
0
71
0
40
-1
00
14
0
80
-2
>
00
28
0
80
-2
>
0
80
-2
>
a
Le
s
ve
Size Range (µm)
Benzo(g,h,i)perylene
% Mass Association with Sediment
20000
% Mass Association with Sediment
Mass of PAHs
by Particle
Sizes
25000
50000
40000
30000
20000
10000
0
<
45
45
0
-9
90
80
-1
0
18
55
-3
5
35
10
-7
0
71
0
40
-1
00
14
00
28
a
Le
s
ve
Size Range (µm)
Indeno(1,2,3-cd)pyrene
% Mass Association with Sediment
% Mass Association with Sediment
Naphthalene
30000
35000
30000
25000
20000
15000
10000
5000
0
<
45
45
0
-9
90
80
-1
0
18
55
-3
5
35
10
-7
0
71
0
40
-1
Size Range (µm)
00
14
00
28
a
Le
s
ve
Stormwater Non-potable Beneficial Uses
Selected Case Studies Examined:
• Asia (Singapore, Japan, Thailand, Indonesia, Philippines,
Bangladesh, China, South Korea, and India)
• Africa (South Africa, Kenya, and Tanzania)
• Europe (Germany and Ireland)
• Australia (South Australia, Queensland, Victoria, and New South
Wales)
• North America (US Virgin Islands, Florida, Hawaii, Washington,
New York, Maryland, California, Missouri, Oregon, Washington,
D.C., and North Carolina)
Rainwater jars in
Thailand
Park over stormwater
harvesting tanks at
Docklands, Melbourne
Cistern at NRDC,
Santa Monica
office
Cistern at Wash. U., St.
Louis
Comparison of East Coast vs. Central US Roof Runoff Harvesting
Potential for Medium Density Residential Areas (can’t use the
same designs everywhere!)
Region
total roof
area (%)
landscaped
area (%)
study period
annual rain
fall (in) (1995
to 2000)
maximum roof
runoff control
(%), silty soil
Central
18.1
62.5
33.5
90.6
storage tank size for
max roof runoff
control (ft3
storage/ft2 roof
area), silty soil
0.72
East
Coast
15.9
54.5
53.0
60.1
2.00
The Central US area has a higher potential level of control
compared to the East Coast because the ET demands better
match the rain fall pattern.
The Southwest US area is challenging due to large
mismatches in timing of ET/irrigation requirements and
availability of rains (would need very large tanks for long-term
storage).
Kansas City Green Infrastructure Demonstration Project:
Calculations of Water Harvesting Potential of Roof Runoff
Evapotranspiration per Month
(typical turf grass)
Supplemental Irrigation Needs per
Month (typical turf grass)
1.50
1.00
0.50
0.00
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Monthly Rainfall
Rainfall (inches/week)
2
1.5
1
0.5
0
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Irrigation needs (inches/week)
ET (inches/week)
2.00
2.00
1.50
1.00
0.50
0.00
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Irrigation needs for the landscaped areas
surrounding the homes were calculated by
subtracting long-term monthly rainfall from
the regional evapotranspiration demands
for turf grass.
Cistern/Storage Tank Sizing vs. Performance
Storage per
house (ft3
per ft2 of
roof area)
0.005
Reduction
in annual
roof
runoff (%)
24
Number of 35
gallon rain
barrels for 945
ft2 roof
1
Tank
height size Tank height
required if size required
5 ft D (ft) if 10 ft D (ft)
0.24
0.060
0.010
0.020
0.050
29
39
56
2
4
10
0.45
0.96
2.4
0.12
0.24
0.60
0.12
0.50
74
99
25
100
6.0
24
1.5
6.0
Nine dry wells are
being monitored
in Millburn, NJ as
part of EPA project
for long-term
hydraulic
performance, and
six were
monitored to
examine surface
and subsurface
water quality
conditions.
160
10/02/2009
10/12/2009
140
120
100
08/02/2009
08/06/2009
Depth (cm)
80
07/31/2009
08/02/2009
60
07/29/2009
40 07/31/2009
20
0
0
500
1000
-20
Time (hr)
1500
2000
This major home restoration
project included the installation
of underground water storage
tanks instead of dry wells.
Homes in this neighborhood
have summer water bills
approaching $1k/month for
landscape irrigation, so the
economic benefits of irrigation
using stormwater are very good.
Designs and Evaluations to Support Biofiltration
Systems in the Southwestern U.S.
• With very low numeric effluent limits, site requires designs
refined to a much higher degree than in typical practice
• Need to optimize stormwater control performance through
various design factors:
– Treatment trains using combinations of sedimentation and media
filtration
– Long sedimentation pre-treatment drainage time
– Sufficient media contact time to increase control of critical
constituents
– Specially-selected filtration media
• Bench-scale laboratory and pilot-scale media testing was
therefore conducted to provide needed performance and design
information.
Media Performance Plots for Copper, FullDepth Long-Term Column Tests
Urban Runoff Quality and Treatability
Pollutants
Media Treatment Notes
NH3-N
NH4+ removed by organic media with variety of removal sites. May be
removed by ion-exchange resins/zeolites if limited competition from +2
ions.
NO3-N
Uptake by plants. Limited removal below root zone. Leaches. (AEC)
PO4-P
Removed in high AEC or high Al/Fe media. Leaches if excess P in soil. (use
soil test for preliminary determination) (low P; low OM)
TSS
Removal excellent for particles greater than 1 – 2 µm.
Cu, Total
Particulate fraction removed to some extent; Limited physical removals
for Cu bound to particles smaller than 1 – 2 µm.
Cu, Dissolved
Valence charges range from +3 to -2. Cations potentially removed in ionexchange resin. Anions and small positive charges likely removed in
organic media with variety of removal sites. (CEC/OM)
Zn, Total
Particulate fraction removed to some extent; Limited physical removals
for Zn bound to particles smaller than 1 – 2 µm.
Zn, Dissolved
Valence charges range from +3 to -2. Cations potentially removed in ionexchange resin. Anions and small positive charges likely removed in
organic media with variety of removal sites. (CEC/OM)
Green Infrastructure Controls in Kansas City CSO Study Area
Percent reduction in annual roof runoff
Reductions in Annual Flow Quantity from Directly Connected Roofs
with the use of Rain Gardens
100
90
80
70
60
50
40
30
20
10
0
0.1
1
10
Percent of roof area as rain garden
100
Surveys were conducted
for each house and lot in
the study area. This
information was used
with the GIS data and
WinSLAMM to
determine the sources of
the runoff during
different rain conditions
Examples from “65%” plans prepared by
URS for project streets. Plans reviewed
and modeled by project team, and
construction will occur in spring and
summer of 2011 in Kansas City for Green
Infrastructure demonstration project.
Stormwater Treatment Technologies that are Good
Candidates for the Removal of Wet Weather
Emerging Contaminants
• Biofiltration and bioinfiltration. We are conducting groundwater
fate modeling to investigate potential groundwater
contamination of ECs during infiltration through different soils
• Sedimentation. Our fugacity modeling indicates that many ECs
are associated with particulates and can be trapped in wet
detention ponds
• Other commonly used stormwater controls likely have less
potential treatability of most emerging contaminants due to
high flow rates and short contact periods
• Activated sludge and strong oxidation have been shown to be
good treatment unit operations for emerging contaminants at
wastewater treatment plants, but these processes are not
common for stormwater control, but are used at treatment
facilities receiving combined sewage.
Some Targeted Compounds
• Acidic Pharmaceuticals
Sulfamethoxazole
Carbamazepine
Trimethoprim
Fluoxetine
Ibuprofen
Gemfibrozil
Triclosan
• PAHs
Naphthalene
Acenaphthylene
Acenaphthene
Phenanthrene
Fluorene
Anthracene
Flouranthene
Pyrene
Basic pharmaceuticals and pesticides are also
being studied
Comparison of wet and dry weather flow treatment at the
Tuscaloosa wastewater treatment plant for pharmaceuticals
Ibuprofen
11/2/2010 (Wet)
600
6/25/2010 (Wet)
5/14/2011 (Dry)
500
5/11/2011 (Dry)
µg/L
400
300
200
Gemfibrozil
100
400
0
Influent
Primary
Secondary
Final
The wet weather flows
generally have higher influent
concentrations, but the effluent
quality is similar. The treatment
plant also shows excellent
treatment during all flow
conditions.
11/2/2010 (Wet)
350
6/25/2010 (Wet)
5/14/2011 (Dry)
300
5/11/2011 (Dry)
250
200
150
100
50
0
Influent
Primary
Secondary
Final
8.0
PAH Data
Treatment at the
Tuscaloosa
wastewater treatment
plant for PAHs
6.0
04/24/10
5.0
Naphthalene
Acenaphthylene
4.0
Acenaphthene
Phenanthrene
3.0
Flouranthene
2.0
1.0
0.0
Influent
Primary
Secondary
Final
18.0
PAH Data
16.0
05/14/11
PAHs have a more
varied treatment
performance, with
some days having
very low influent
conditions.
14.0
12.0
µg/L
µg/L
7.0
Naphthalene
10.0
Acenaphthylene
Acenaphthene
8.0
Phenanthrene
6.0
Flouranthene
4.0
2.0
0.0
Influent
Primary
Secondary
Final
Testing of the SmartDrainTM as a More Effective Flow Control
Option for Biofilters
0.14
Orifice
0.25 inches
0.12
Flow rate (L/s)
0.1
Orifice
0.20 inches
0.08
Smart Drain
1.25 ft long
clean water
0.06
Smart Drain
1.1 to 9.4 ft
clean water
0.04
Smart Drain
1.25 ft long
dirty water
0.02
Orifice
0.1 inches
0
0
0.2
0.4
0.6
Head (m)
0.8
1
1.2
Biofouling Testing of SmartDrainTM Material

The Formica-lined plywood box was also used
to verify the head vs. discharge relationships
for the biofouling tests.

The SmartDrainTM was installed on top of a 4”
layer of the drainage sand, and another 4”
layer of the sand was placed on top of the
SmartDrainTM.

The box was filled with tap water and left open
to the sun for several weeks to promote the
growth of algae. Two different species of algal
and liquid fertilizer were added to the test
water.
growth of algae in the biofilter device
Full-Scale Testing of the Up-FloTM Filter at
Tuscaloosa, AL
From Prototype to Product
•Sump
•Screen
•Upflow Filter
•Media Bags
•Weephole
•Bypass
•Floatables Trap
•Secondary Media
© Hydro International 2009
Up-Flo® Filter
High Capacity Bypass
Conveyance
Slot
Outlet Module
Filter Module
Inclined Screen
Sedimentation Sump
© Hydro International 2009
Up-Flo® Filter Installation in Vault for
Large Flows
© Hydro International 2009
Current Full-Scale Test Setup in Tuscaloosa, AL
Hydrology Graph at BamaBelle Site
August 28, 2010 Rain Event
Level of Water
Culmulative Rain Depth
Flow Rate
Sampling
Outlet Level
4
3.5
3
3
2.5
2.5
2
2
1.5
1.5
1
1
0.5
0.5
0
20:05
0
20:30
20:55
21:20
21:45
Time
22:10
22:35
23:00
-0.5
23:25
Water/Outlet Level (ft) or Frow
Rate (cfs)
Culmulative Rain Depth (in) or
Rain Intensity (in/hr)
3.5
Rain Intensity
Influent and Effluent SSC (mg/L) Probability Plots
Normal - 95% CI
99
Variable
Influent SSC (mg/L)
Effluent SSC (mg/L)
95
Mean StDev N
AD
P
75.81 39.13 20 0.337 0.468
21.75 16.41 20 1.079 0.006
90
80
Percent
70
60
50
40
30
20
10
5
1
-50
0
50
100
SSC (mg/L)
150
200
Particle size range
(µm)
0.45-3
3-12
12-30
30-60
60-75
75-150
150-250
250-425
425-850
850-1400
1400-2000
2000-4760
>4760
Sum
SS influent SS effluent mass
% Reduction (%)
mass (lb)
(lb)
0.3
0.2
39
10.7
5.1
52
35.7
12.4
65
81.2
12.4
85
24.3
1.7
93
43.0
1.3
97
21.9
2.8
87
21.4
0.4
98
30.1
0
100
21.2
0
100
15.7
0
100
17.6
0
100
10.9
0
100
334
86
36
CFD Calibration and Modeling of Scour of Captured
Sediment in Storm Drain Catchbasin Inlets
Three flow rates: 10, 5, and 2.5 LPS (160, 80, and 40 GPM)
Velocity measurements (Vx, Vy, and Vz)
Five overlying water depths above the sediment: 16, 36, 56, 76, and 96 cm
G
16
36
56
76
96
12
19
20
F
5
11
18
21
27
E
4
10
17
22
28
D
3
9
16
23
29
C
2
8
15
24
30
B
1
7
14
25
31
6
13
26
A
y
x
Total points per test: 155
30 instantaneous velocity measurements at each point
CFD Modeling to Calculate Scour/Design Variations
Used CFD (Fluent 6.2 and Flow 3D) to determine scour from stormwater controls;
results being used to expand WinSLAMM analyses after verification with full-scale
physical model
This is an example of the effects of the way that water enters a sump on the depth
of the water jet and resulting scour
Naval Facilities use of WinSLAMM – Calibration and
Source Evaluation of San Diego Test Watersheds
100%
90%
80%
The model is being tested and calibrated
against historical data for a number of
Driveways 2
Driveways 1
drainages at Navy facilities and validated
Paved Parking/ Storage 2
against an additional set data. The model will
Paved Parking/ Storage 1
Roofs 3
then be implemented Navy-wide for
Roofs 1
environmental managers to apply to their
facilities.
Street Area 2
70%
Street Area 1
60%
50%
40%
30%
20%
10%
0%
1
2
3
4
5
6
7
8
9 10 11 12
The Use of WinSLAMM to Evaluate Stormwater Control
Options for Controlling Bacteria and Nutrients in the
Antelope Creek Watershed, Lincoln, NE
WinSLAMM identified stormwater pollutant sources and candidate
control practices for the Antelope Creek watershed in Lincoln, NE. The
controls examined included:
• Roof runoff controls: rain gardens, disconnections, rain barrels and
larger water tanks
• Pavement controls: disconnections, biofiltration, and porous pavement
• Street side drainage controls: grass swales and curb-cut biofilters
• Public works practices: street cleaning and catchbasin cleaning
• Outfall controls: wet detention ponds
The project included calculated runoff characteristics and the estimated
costs (capital costs, land costs, maintenance costs, total annual costs,
and total present value cost) and the unit removal costs.
Residential Areas Fecal Coliform Contributions
Rains: 1: 0.01”; 2: 0.05”; 3: 0.1”; 4: 0.25”; 5: 0.5”; 6: 0.75”; 7:
1”; 8: 1.5”; 9: 2”; 10: 2.5”; 11: 3”; 12: 4”
Strategies and Experimental Design for Monitoring the
Performance of Various Green Infrastructure Controls for
CSO Sites at Cincinnati Demonstration Projects
Cincinnati State
Technology School
Paver blocks porous
pavement with
groundwater
observation well
Cincinnati Zoo
Underground stormwater storage tank
University of
Cincinnati
Porous asphalt pavement
Large biofilter/swale/rain garden
Chastain Manor, Tuscaloosa, AL, F5 Tornado
Damage, April 27, 2011
We are working with the City of
Tuscaloosa to develop
stormwater management
options that meet the new city
and state regulations for
commercial sites that require
re-building.
Dr. Andy Graettinger, UA, photos
We are developing a fast track
design manual, doing site
designs, and reviewing plans.
Starting with commercial
buildings to maximize volume
reductions; most all were not in
compliance and City will not
allow them to duplicate what
was there before the
tornadoes.
A clean slate at the Krispy Kreme location… total destruction of building, was totally impervious
and will now have to meet new stormwater regulations with volume reductions. Surrounding
destroyed neighborhoods will also receive attention, although individual homes are exempt
from current stormwater regulations.
Soil and infiltration information being
collected to aid in the design and evaluation
of new controls
average
min
max
COV
Comparing large and small-scale
infiltration test results
initial
infilt.
rate
(in/hr)
10.7
1.7
17.0
0.4
final infilt.
rate
(in/hr)
4.4
1.9
8.3
0.5
K
(1/min)
0.07
0.01
0.15
0.69
dry
density
(g/cm3)
moisture
content
(%)
median
size(D50)
1.7
1.6
1.9
0.1
15.9
12.3
19.8
0.2
0.4
0.3
0.7
0.4
University Blvd. and 21th Ave, Location 1A
14
100
12
Infiltration rate(in/hr)
Percent Finer(%)
80
15th St. and 6th Ave.
17th Ave. and University Blvd.
21th Ave. and University Blvd.
25th Ave. and University Blvd.
60
40
density = 1.61 g/cc
moisture content = 12.3 %
10
8
f = 2.5 + (11.3 - 2.5) x exp(-0.12xt)
6
Horton
Green Ampt
Observed
4
20
2
0
0.01
0
0.1
1
Grain Size(mm)
10
0
20
40
60
time(min)
80
100
120