njcat technology verification aqua-swirl...
TRANSCRIPT
NJCAT TECHNOLOGY VERIFICATION
Aqua-Swirl® Stormwater Treatment System
AquaShieldTM, Inc.
November, 2016
ii
TABLE OF CONTENTS
Page
List of Figures ii
List of Tables iii
1. Description of Technology 1
2. Laboratory Testing 1
2.1 Test Unit 1
2.2 Test Setup 3
2.3 Test Sediment 5
2.4 Removal Efficiency Testing Procedure 6
2.5 Scour Testing Procedure 7
3. Performance Claims 8
4. Supporting Documentation 9
4.1 Test Sediment PSD Analysis – Removal Efficiency Testing 9
4.2 Removal Efficiency Testing 12
4.3 Test Sediment PSD Analysis – Scour Testing 28
4.4 Scour Testing for Online Installation 29
5. Design Limitations 31
6. Maintenance Plan 32
7. Statements 33
8. References 40
Verification Appendix 41
iii
List of Figures
Page
Figure 1 Aqua-Swirl® Model AS-3 2
Figure 2 Schematic Illustration of Test Loop Setup, May 2016 4
Figure 3 Schematic Illustration of Test Loop Setup, September 2016 4
Figure 4 Average Removal Efficiency Test Sediment PSD vs. Protocol Specification
12
Figure 5 Scour Test Sediment PSD vs. Protocol Specification 29
iv
List of Tables
Page
Table 1-A PSD of Removal Efficiency Test Sediment, May 2016 Test Runs 10
Table 1-B PSD of Removal Efficiency Test Sediment, September 2016 Test Runs 11
Table 2 Summary of AS-3 25% MTFR Test 13
Table 3 AS-3 25% MTFR Sediment Feed Results 13
Table 4 AS-3 25% MTFR Background and Effluent Measurements 14
Table 5 AS-3 25% MTFR QA/QC Results 15
Table 6 Summary of AS-3 50% MTFR Test 16
Table 7 AS-3 50% MTFR Sediment Feed Results 16
Table 8 AS-3 50% MTFR Background and Effluent Measurements 17
Table 9 AS-3 50% MTFR QA/QC Results 18
Table 10 Summary of AS-3 75% MTFR Test 19
Table 11 AS-3 75% MTFR Sediment Feed Results 19
Table 12 AS-3 75% MTFR Background and Effluent Measurements 20
Table 13 AS-3 75% MTFR QA/QC Results 21
Table 14 Summary of AS-3 100% MTFR Test 22
Table 15 AS-3 100% MTFR Sediment Feed Results 22
Table 16 AS-3 100% MTFR Background and Effluent Measurements 23
Table 17 AS-3 100% MTFR QA/QC Results 24
Table 18 Summary of AS-3 125% MTFR Test 25
Table 19 AS-3 125% MTFR Sediment Feed Results 25
Table 20 AS-3 125% MTFR Background and Effluent Measurements 26
Table 21 AS-3 125% MTFR QA/QC Results 27
Table 22 Annualized Weighted TSS Removal of the AS-3 28
v
Table 23 Scour Test Sediment PSD 28
Table 24 Flow and Background Concentrations for AS-3 Scour Testing 29
Table 25 Effluent Concentration Results for AS-3 Scour Test at 203% MTFR 30
Table A-1 MTFRs and Required Sediment Removal Intervals for Aqua-Swirl®
Models 43
Table A-2 Standard Dimensions for Aqua-Swirl® Models 44
1
1. Description of Technology
The Aqua-Swirl® Stormwater Treatment System is a vortex hydrodynamic separator designed
and supplied by AquaShieldTM, Inc. Aqua-Swirl® technology removes pollutants including
suspended solids, debris, floatables and free-floating oil from stormwater runoff.
The Aqua-Swirl® is a rapid or high flow rate device that has no moving parts and operates on
gravity flow or movement of the stormwater runoff entering the structure. Operation begins
when stormwater enters the swirl chamber by means of its tangential inlet pipe thereby inducing
a circular (swirl or vortex) flow pattern. The swirl chamber diameter represents the effective
treatment area of the device. Both sediment capture and sediment storage is accomplished within
the swirl chamber. A combination of gravitational and hydrodynamic drag forces results in solids
dropping out of the flow and migrating to the center of the swirl chamber where velocities are
the lowest. The treated flow exits the Aqua-Swirl® behind the arched inner baffle. The top of the
baffle is sealed across the treatment channel to eliminate floatable pollutants from escaping the
swirl chamber. A vent pipe is extended up the riser to expose the backside of the baffle to
atmospheric conditions, thus preventing a siphon from forming at the bottom of the baffle.
2. Laboratory Testing
Laboratory testing was performed to independently verify that the Aqua-Swirl® is eligible for
certification by the New Jersey Department of Environmental Protection (NJDEP) as a 50%
Total Suspended Solids (TSS) removal device.
The Aqua-Swirl® was tested in accordance with the “New Jersey Department of Environmental
Protection Laboratory Protocol to Assess Total Suspended Solids Removal by a Hydrodynamic
Sedimentation Manufactured Treatment Device” (NJDEP 2013). Testing was conducted in
Chattanooga, Tennessee at the hydraulics laboratory of AquaShieldTM, Inc. under the supervision
of Dr. Gregory Williams, P.E. of Good Harbour Laboratories, Ltd., Mississauga, Ontario. Dr.
Williams served as the independent observer.
The particle size distribution (PSD) of both the removal efficiency test sediment samples and the
scour test sediment samples were independently prepared under the direction of Dr. Williams at
the Good Harbour Laboratories facility. All PSD testing was performed in accordance with
ASTM D 422-63 (2007) by Maxxam Analytics in Mississauga, Ontario. All test sediment was
collected, labeled and security sealed under the direction of the independent observer prior to
shipment to the AquaShieldTM test facility. The independent observer confirmed that the security
seals were intact prior to opening the test sediment shipment containers at the AquaShieldTM test
facility.
2.1 Test Unit
The test unit was a full scale, commercially available Aqua-Swirl® Model AS-3 constructed of
polymer coated steel measuring 3.5 feet in diameter and approximately 8.5 feet in height (Figure
1).
2
Figure 1 Aqua-Swirl® Model AS-3
3
Key dimensions of the test unit were measured by the independent observer prior to the
beginning of the testing program to ensure that the assembly was consistent with a commercial
AS-3. The false floor depth was also confirmed by the observer. The test unit used 12-inch
diameter influent and effluent pipe with an internal bypass weir.
2.2 Test Setup
Two closed loop recirculation test loops are illustrated in Figure 2 and Figure 3. Figure 2
represents the test loop used for the May 2016 test runs. The test loop was modified for the
September 2016 test runs to improve background sediment control using a 1-micron filter
assembly manufactured by Filtra Systems (Model 080808CSVR2, Option B). The modification
to the original test loop did not yield any material change to the testing program other than
providing more reliable background samples that did not exceed 20 mg/L per the protocol
requirement.
Metered flow for both test loops was directly supplied to the AS-3 with a Berkeley Model
B5ZPBH centrifugal pump drawing water from the water supply tanks. All inflow to the test unit
was measured using an inline Badger M-2000 flow meter within a vertical section of pipe
leading to a raised platform used to accommodate the influent piping, background sample port
location and the test sediment feeder. The test flow rate was recorded every 60 seconds
throughout the duration of each test run using a Lascar EL-USB-4 Data Logger.
A 6-inch pipe diameter exits the supply tank and expands to a 12-inch pipe diameter at a 1.0%
slope that leads to the AS-3. The pipe expansion is downstream of the flow meter and 9.6 feet
upstream of the sediment injection point. The test loop piping is constructed of Schedule 40
PVC. Background samples were manually collected from the 6-inch piping section via a sample
port for the TSS removal efficiency testing. As discussed in Section 2.5 the background
measuring procedure was modified for the scour testing.
The 12-inch diameter influent pipe includes an open sediment feed port (tee) for injecting
sediment through the crown of the 12-inch diameter influent pipe at a distance of 5 feet upstream
of the test unit. Test sediment injection used an IPM Systems Auger® volumetric screw feeder,
model VF-2, with an attached vibrator mounted on the hopper. The sediment feeder assembly
was positioned adjacent to and above the influent pipe to accommodate sediment feed sampling
and injection. Both the background sample location and the auger feeder are situated on the
raised platform to allow for the influent piping to enter the AS-3 at the design elevation.
Effluent piping from the AS-3 is also 12-inch diameter schedule 40 PVC at a 1.0% slope that
leads to the effluent sample location. Effluent water is sampled as it free falls from the effluent
pipe into the water supply tank. Water is then re-circulated through the test loop as shown in
Figure 2 and Figure 3.
4
Figure 2 Schematic Illustration of Test Loop Setup, May 2016
Figure 3 Schematic Illustration of Test Loop Setup, September 2016
5
Total Suspended Solids Removal Efficiency Test Setup
For the total suspended solids (TSS) removal efficiency test runs, sediment was introduced in the
flow at a consistent, calibrated rate using the above-cited auger feeder. The designated 100%
sediment storage zone of the Aqua-Swirl® is 14 inches as measured upward from the base of the
unit. In accordance with the protocol, a false floor was positioned 7 inches from the base of the
test unit to simulate a 50% full condition. The false floor was secured and sealed around the
edges to prevent material from collecting below it.
Scour Test Setup
To simulate the 50% full condition for the scour test, a false floor was positioned 3 inches from
the base of the test unit. The false floor was secured and sealed around the edges to prevent
material from collecting below it. Four (4) inches of scour test sediment was then added to a
level of 7 inches above the base of the test unit.
2.3 Test Sediment
Test Sediment Feed for Suspended Solids Removal Efficiency Testing
All test sediment used for the Suspended Solids Removal Efficiency Testing was blended by
Good Harbour Laboratories using high purity silica supplied by AGSCO and U.S. Silica. All
blending activities took place at the Good Harbour Laboratories facility under the direction of the
independent observer. Three random sediment samples were collected from sediment blends and
delivered to Maxxam Analytics in Mississauga, Ontario for particle size distribution (PSD)
analysis using ASTM D 422-63. The PSD of each of the 3 samples were averaged and reported
as the overall PSD (see Figure 4 in Section 4.1). It was determined that the test sediment blends
meet the protocol specification. Test sediment was placed in shipping containers, security sealed,
and transported to the AquaShieldTM laboratory test facility in Chattanooga, Tennessee. All
container seals were intact upon receipt and were removed by the independent observer at the
initiation of testing.
Scour Test Sediment
Test sediment used for Scour Testing was also blended by Good Harbour Laboratories of high
purity silica supplied by AGSCO Corporation. Three random sediment samples were collected
from the sediment blend and delivered to Maxxam Analytics in Mississauga, Ontario for PSD
analysis using ASTM D 422-63. The particle size distribution of each of the 3 samples were
averaged and reported as the overall PSD (see Figure 5 in Section 4.3). It was determined that
this scour test sediment blend meets the protocol specification. Test sediment was placed in
shipping containers, security sealed, and transported to the AquaShieldTM laboratory test facility
in Chattanooga, Tennessee. The security seals were intact upon receipt and were removed by the
observer at the initiation of scour testing.
6
2.4 Removal Efficiency Testing Procedure
Removal efficiency testing was performed in accordance with Section 5 of the NJDEP
Laboratory Protocol for HDS MTDs. A total of 5 flow rates were tested: 25%, 50%, 75%, 100%
and 125% of the Maximum Treatment Flow Rate (MTFR).
The test sediment mass was fed into the flow stream at a known rate using a screw auger.
Sediment was introduced at a rate within 10% of the targeted concentration of 200 mg/L influent
concentrations throughout the duration of the removal efficiency testing program.
Six calibration samples were collected at the injection point. The calibration samples were timed
at evenly spaced intervals over the total duration of the test for each tested flow rate and timed
such that no collection interval exceeded 1 minute in duration. Each calibration sample was
collected in a clean 1-liter container over an interval timed to the nearest second. A factory-
calibrated stop watch was used for timing all sediment calibration sampling intervals. These
samples were weighed to the nearest milligram using a calibrated Tree® Model HRB-413
electronic balance. This data was used to confirm that the COV of sediment feed rate stayed
below the limit of 0.10 as required by the protocol.
The average influent TSS concentration used for calculating removal efficiency was calculated
using the total mass of the test sediment added during injection divided by the volume of water
that flowed through the test unit during injection (Equation 1), as required by the protocol. The
mass extracted for calibration samples was subtracted from the total mass injected to the system
when removal efficiency was subsequently calculated. The volume of water for each test was
calculated by multiplying the average flow rate by the time of sediment injection only.
Equation 1 Calculation for Average Influent Sediment Concentration
During each flow rate test, the flow meter data logger recorded flow rate once per minute. The
Effluent Grab Sampling Method was used per Section 5D of the protocol. Once constant flow
rate and test sediment feed were established, three MTD detention times passed before the first
effluent sample was collected. All effluent samples were collected in clean, laboratory-provided
1-liter plastic bottles using a sweeping grab sampling motion through the effluent stream as
described in Section 5D of the protocol. Samples were then time stamped and placed into a
cooler. The observer confirmed that each effluent sample was properly recorded.
The time interval between sequential samples was evenly spaced during the test sediment feed
period to obtain 15 samples for each flow rate. The water temperature was recorded at 60 second
intervals.
Background samples were collected at the background sample port using a clean, laboratory-
provided 1-liter plastic bottle. Influent background samples were collected at the same time as
7
odd numbered effluent grab samples (first, third, fifth, etc.). The collection time for each
background sample was recorded. Background samples were time stamped and placed in a
cooler. The observer confirmed that each background sample was properly recorded.
A chain of custody form was completed for each test run and samples were transported on ice in
a cooler(s) to the independent laboratory for TSS analysis. All samples were analyzed by AIRL,
Inc. of Cleveland, Tennessee in accordance with ASTM D 3977-97 (re-approval 2007) “Standard
Test Methods for Determining Sediment Concentrations in Water Samples.”
The background data were plotted on a curve for use in adjusting the effluent samples for
background concentration. The AS-3 removal efficiency for each tested flow rate was calculated
following Equation 2:
Equation 2. Equation for Calculating Removal Efficiency
2.5 Scour Testing Procedure
In order to simulate the 50% full sediment storage depth, the AS-3 false floor was set to a height
of 3 inches above the base of the unit and filled with 4 inches of scour test sediment. The
sediment layer was leveled and afterwards the test unit was filled with tap water that same day at
a slow rate in an effort to minimize disturbance to the scour test sediment. Scour testing
commenced within 96 hours after the unit was pre-loaded with scour test sediment. All scour test
setup activities, measurements, testing and sampling were performed in the presence of the
independent observer.
Scour testing commenced by ramping up the flow rate to 647 gpm (1.44 CFS) which
meets/exceeds 200% MTFR. The flow rate was recorded once per minute. Effluent samples were
collected and time stamped every 2 minutes after the target flow rate was reached. A total of 15
effluent samples were collected over the duration of the scour test. Effluent samples were
collected in clean, laboratory provided plastic 1 liter bottles using the grab sampling method as
described in Section 5D of the protocol. Water temperature was recorded every 60 seconds to
ensure it did not exceed 80 °F during the test run.
Fifteen (15) background samples were collected at evenly spaced intervals to coincide with the
times at which effluent samples were collected (every 2 minutes). The 15 background samples
exceed the minimum number of 8 background samples as cited in Section 4A of the protocol.
The background sample port is a 6-inch x 6-inch x 2-inch tee with the 2-inch branch facing down
from the bottom (invert) of the 6-inch pipe run. Due to the high velocity of the water through the
6-inch pipe occurring at the scour test flow rate, a sufficient volume of water could not be
conveyed through the background sample port to allow for background sediment sampling to be
)
8
consistent with the TSS removal efficiency testing approach. Using an alternative background
sampling approach, water samples were drawn directly from the influent flow pipe through the
12-inch sediment feeder tee to coincide with the effluent samples. A clean, laboratory provided
plastic 1-liter bottle was lowered into the flow stream to the base of the 12-inch diameter influent
pipe. The bottle cap was then removed to allow the bottle to fill. The cap was replaced when the
bottle became full. The background sample bottle was removed from the influent pipe after the
cap was intact. Background samples were time stamped accordingly.
A chain of custody form was completed for the scour test samples. Once it was established by
the observer that the samples were properly recorded, ice was added to the cooler for
transportation to the independent analytical laboratory. All samples were analyzed by AIRL, Inc.
of Cleveland, Tennessee in accordance with ASTM D3977-97 (re-approval 2007) “Standard Test
Methods for Determining Sediment Concentrations in Water Samples.”
3. Performance Claims
In keeping with the NJCAT verification process, Aqua-Swirl® performance claims are cited
below.
Total Suspended Solids Removal Rate
For the particle size distribution and weighted calculation method specified by the NJDEP HDS
MTD protocol, the Aqua-Swirl® Model AS-3 at an MTFR of 0.71 cfs will demonstrate at least
50% TSS removal efficiency.
Maximum Treatment Flow Rate
The MTFR for the Aqua-Swirl® Model AS-3 was demonstrated to be 320 gpm (0.71 cfs) which
corresponds to a surface area loading rate of 33.4 gpm/ft2.
Sediment Storage Depth and Volume
The maximum sediment storage depth of the Aqua-Swirl® is 14 inches. Available sediment
storage volume varies with each Aqua-Swirl® model, as Aqua-Swirl® model dimensions increase
in diameter. A sediment storage depth of 7 inches corresponds to 50% full sediment storage
capacity.
Effective Treatment Area
The effective treatment area of the Aqua-Swirl® models vary with model size, as it corresponds
to the surface area of the Aqua-Swirl® model diameter. The tested Aqua-Swirl® AS-3 model has
an effective treatment surface area of 9.6 square feet.
Detention Time and Volume
The detention time of the Aqua-Swirl® depends on flow rate and model size. The detention time
is calculated by dividing the treatment volume by the flow rate. The treatment volume is defined
as the surface area multiplied by the depth between the pipe inverts (which are at the same
elevation) and the top of the sediment storage zone. The tested Aqua-Swirl® AS-3 model at the
MTFR of 0.71 cfs has a detention time of 60 seconds.
9
Online or Offline
Based on the results of the Scour Testing as described in Section 4.4, the Aqua-Swirl® qualifies
for online installation.
4. Supporting Documentation
The NJDEP Procedure (NJDEP, 2013a) for obtaining verification of an MTD from NJCAT
requires that copies of the laboratory test reports, including all collected and measured data, all
data from performance test runs, all pertinent calculations, etc. be included in this section. It is
the understanding of AquaShieldTM that this was discussed with NJDEP and it was agreed that as
long as such documentation could be made available by NJCAT upon request that it would not
be necessary to include all such supporting documentation in verification reports.
4.1 Test Sediment PSD Analysis – Removal Efficiency Testing
AquaShieldTM retained the services of Good Harbour Laboratories to prepare all test sediment
using high quality silica from two commercial suppliers. These silica blends were mixed together
at the proportions needed to produce a test sediment that complied with the particle size
distributions (PSDs) that are specified in the NJDEP HDS MTD protocol. The independent
observer directed the blending activities at the laboratory’s facility. Three representative
sediment samples were collected from the sediment blends and directly transported to Maxxam
Analytics in Mississauga, Ontario for PSD analysis using ASTM D 422-63. The PSD of each of
the three (3) samples were averaged and reported as the overall PSD. It was determined that all
test sediment meets the protocol specification. Test sediment was placed in shipping containers,
security sealed, and transported to the AquaShieldTM laboratory test facility in Chattanooga,
Tennessee. The container security seals were intact upon receipt and were removed by the
independent observer at the initiation of sediment removal testing. The PSD results and the
comparison to the protocol specification are shown in Tables 1-A and 1-B. Figure 4 illustrates
the comparison of the NJDEP PSD specification to the average PSDs for both the May and
September test runs (labeled TRJC20160428-01 and TRJC20160909-01, respectively).
10
Table 1-A Particle Size Distribution of Removal Efficiency Test Sediment
May 2016 Test Runs
Particle Size
(µm)
Test Sediment Particle Size (% passing) NJDEP Minimum
Specification QA/QC
Sample 1 Sample 2 Sample 3 Average
1,000 98 98 97 98 98 PASS
500 95 96 95 95 93 PASS
250 91 90 90 90 88 PASS
150 85 80 79 81 73 PASS
100 62 63 63 63 58 PASS
75 56 58 56 57 48 PASS
50 49 49 50 49 43 PASS
20 36 37 36 36 33 PASS
8 19 20 20 20 18 PASS
5 13 13 13 13 8 PASS
2 7 6 6 6 3 PASS
d50 53 µm 52 µm 51 µm 52 µm < 75 µm PASS
11
Table 1-B Particle Size Distribution of Removal Efficiency Test Sediment
September 2016 Test Runs
Particle Size
(µm)
Test Sediment Particle Size (% passing) NJDEP Minimum
Specification QA/QC
Sample 1 Sample 2 Sample 3 Average
1000 99 99 99 99 98 PASS
500 96 96 96 96 93 PASS
250 91 91 91 91 88 PASS
150 76 77 78 77 73 PASS
100 63 67 64 65 58 PASS
75 57 74 63 64 48 PASS
50 49 52 50 51 43 PASS
20 35 37 36 36 33 PASS
8 18 19 20 19 18 PASS
5 12 13 13 13 8 PASS
2 5 5 6 5 3 PASS
d50 53 µm 47 µm 50 µm 50 µm < 75 µm PASS
12
Figure 4 Average Removal Efficiency Test Sediment PSD vs. Protocol Specification
4.2 Removal Efficiency Testing
In accordance with the NJDEP HDS MTD Protocol, sediment removal efficiency testing was
conducted on the Aqua-Swirl® Model AS-3 unit in order to establish the ability of the Aqua-
Swirl® to remove the specified test sediment at 25%, 50%, 75%, 100% and 125% of the target
MTFR with the goal to demonstrate at least 50% annualized weighted sediment removal as
defined in the protocol. The target MTFR was 320 gpm (0.71 cfs).
All results reported in this section were obtained from test runs that comply with the protocol.
None of the sediment calibration samples exceeded 1 minute for any of the tests. The inlet feed
concentration coefficient of variance (COV) did not exceed 0.10 for any test flow rate. The
average influent sediment concentration was calculated using Equation 1 from Section 2.4
herein. The average effluent sediment concentration was adjusted by subtracting the measured
background concentrations. No background TSS concentrations exceeded the 20 mg/L maximum
allowed by the protocol. Water temperature did not exceed 80° F during any of the test runs.
Also note that background sample concentrations listed as 2 mg/L represent one half of the
method detection limit of 4 mg/L (reported by the laboratory as <4 mg/L).
13
25% MTFR Results
The 25% MTFR test was conducted in accordance with the NJDEP HDS MTD protocol at a
target flow rate of 0.18 cfs. A summary of test readings, measurements and calculations are
shown in Table 2. Feed calibration results are shown in Table 3. Background and effluent
sampling measurements are shown in Table 4.
The AS-3 removed 61.4% of the test sediment at an average flow rate of 0.17 cfs. Table 5 shows
that the QA/QC results for flow rate, feed rate, influent concentration and background
concentration are compliant with the protocol.
Table 2 Summary of AS-3 25% MTFR Test
Test Date
Target
Flow
(cfs/gpm)
Detention
Time
(sec)
Target Sediment
Concentration
(mg/L)
Target Feed
Rate
(mg/min)
Test
Duration
(min:sec)
9/14/16 0.18/80.1 241 200 60,632 67:06
Measured Values
Avg.
Flow
Rate
(cfs/gpm)
Avg.
Influent
Conc.
(mg/L)
Max.
Water
Temp.
(°F)
Avg. Adjusted
Effluent Conc.
(mg/L)
Avg. Removal
Efficiency
(%)
QA/QC
Compliance
0.17/74.8 194.5 78 75.1 61.4 Yes
Table 3 AS-3 25% MTFR Sediment Feed Results
Target
Concentration 200 mg/L Target Feed Rate 60,632 mg/min
Sample ID
Sample
Time
(min:sec)
Sample
Mass
(gm)
Sample
Duration
(sec)
Feed Rate
(mg/min)
Calculated Influent
Concentration
(mg/L)
Feed Rate 1 0.:00 54.022 60 54,022 190.3
Feed Rate 2 13:14 56.842 60 56,842 200.2
Feed Rate 3 26:27 56.733 60 56,733 199.9
Feed Rate 4 39:40 53.957 60 53,957 190.1
Feed Rate 5 52:53 54.847 60 54,847 193.2
Feed Rate 6 66:06 59.120 60 59,120 208.5
14
Table 4 AS-3 25% MTFR Background and Effluent Measurements
Sample ID Time
(min:sec)
Concentration
(mg/L)*
Background 1 12:14 2
Background 2 13:14 2
Background 3 25:57 2
Background 4 38:40 2
Background 5 39:40 2
Background 6 52:23 2
Background 7 65:06 2
Background 8 66:06 4
Sample ID Time
(min:sec)
Concentration
(mg/L)
Associated Background
Concentration
(mg/L)
Adjusted
Concentration
(mg/L)
Effluent 1 12:14 68 2 66
Effluent 2 12:44 67 2 65
Effluent 3 13:14 71 2 69
Effluent 4 25:27 72 2 70
Effluent 5 25:57 74 2 72
Effluent 6 26:27 75 2 73
Effluent 7 38:40 79 2 77
Effluent 8 39:10 75 2 73
Effluent 9 39:40 83 2 81
Effluent 10 51:53 81 2 79
Effluent 11 52:23 83 2 81
Effluent 12 52:53 79 2 77
Effluent 13 65:06 86 2 84
Effluent 14 65:36 83 3 80
Effluent 15 66:06 84 4 80
Average 77.3 2.2 75.1
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
15
Table 5 AS-3 25% MTFR QA/QC Results
Flow Rate
Target
(cfs/gpm)
Average
(cfs/gpm)
Coef. Of
Variance
Acceptable Parameters
COV
0.18/80.1 0.17/74.8 0.007 <0.03
Feed Rate
Target Average Coef. Of
Variance
Acceptable Parameters
COV (mg/min) (mg/min)
60,632 55,920 0.036 <0.1
Influent Concentration
Target
(mg/L)
Average
(mg/L)
Coef. Of
Variance
Acceptable Parameters
COV
200 194.5 0.036 <0.1
Background Concentration
Low High Average Acceptable Threshold
(mg/L) (mg/L) (mg/L) (mg/L)
2 4 2.2 <20
50% MTFR Results
The 50% MTFR test was conducted in accordance with the NJDEP HDS MTD protocol at a
target flow rate of 0.36 cfs. A summary of test readings, measurements and calculations are
shown in Table 6. Feed calibration results are shown in Table 7. Background and effluent
sampling measurements are shown in Table 8.
The AS-3 removed 54.9% of the test sediment at an average flow rate of 0.35 cfs. Table 9 shows
that the QA/QC results for flow rate, feed rate, influent concentration and background
concentration are compliant with the protocol.
16
Table 6 Summary of AS-3 50% MTFR Test
Test Date
Target
Flow
(cfs/gpm)
Detention
Time
(sec)
Target Sediment
Concentration
(mg/L)
Target Feed
Rate
(mg/min)
Test
Duration
(min:sec)
5/19/16 0.36/160.2 120 200 121,264 46:37
Measured Values
Avg. Flow
Rate
(cfs/gpm)
Avg.
Influent
Conc.
(mg/L)
Max.
Water
Temp.
(°F)
Avg. Adjusted
Effluent Conc.
(mg/L)
Avg. Removal
Efficiency
(%)
QA/QC
Compliance
0.35/156.7 197.3 73.5 89.0 54.9 Yes
Table 7 AS-3 50% MTFR Sediment Feed Results
Target
Concentration 200 mg/L Target Feed Rate 121,264 mg/min
Sample ID
Sample
Time
(min:sec)
Sample
Mass
(gm)
Sample
Duration
(sec)
Feed Rate
(mg/min)
Calculated Influent
Concentration
(mg/L)
Feed Rate 1 0:00 117.521 60 117,521 196.5
Feed Rate 2 9:07 110.476 60 110,476 184.7
Feed Rate 3 18:15 125.112 60 125,112 211.9
Feed Rate 4 27:22 106.146 60 106,146 179.8
Feed Rate 5 36:30 126.124 60 126,124 210.9
Feed Rate 6 45:37 111.724 60 111,724 188.7
17
Table 8 AS-3 50% MTFR Background and Effluent Measurements
Sample ID Time
(min:sec)
Concentration
(mg/L)*
Background 1 8:07 2
Background 2 9:7 2
Background 3 17:45 7
Background 4 26:22 4
Background 5 27:22 2
Background 6 36:00 5
Background 7 44:37 7
Background 8 45:37 8
Sample ID Time
(min:sec)
Concentration
(mg/L)
Associated Background
Concentration
(mg/L)
Adjusted
Concentration
(mg/L)
Effluent 1 8:07 87 2 85
Effluent 2 8:37 87 2 85
Effluent 3 9:07 80 2 78
Effluent 4 17:15 91 4.5 86.5
Effluent 5 17:45 92 7 85
Effluent 6 18:15 83 5.5 77.5
Effluent 7 26:22 92 4 88
Effluent 8 26:52 98 3 95
Effluent 9 27:22 95 2 93
Effluent 10 35:30 96 3.5 92.5
Effluent 11 36:00 104 5 99
Effluent 12 36:30 90 6 84
Effluent 13 44:37 106 7 99
Effluent 14 45:07 106 7.5 98.5
Effluent 15 45:37 97 8 89
Average 93.6 4.6 89.0
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
18
Table 9 AS-3 50% MTFR QA/QC Results
Flow Rate
Target
(cfs/gpm)
Average
(cfs/gpm)
Coef. Of
Variance
Acceptable Parameters
COV
0.36/160.2 0.35/156.7 0.01 <0.03
Feed Rate
Target Average Coef. Of
Variance
Acceptable Parameters
COV (mg/min) (mg/min)
121,264 116,017 0.07 <0.1
Influent Concentration
Target
(mg/L)
Average
(mg/L)
Coef. Of
Variance
Acceptable Parameters
COV
200 197.3 0.07 <0.1
Background Concentration
Low High Average Acceptable Threshold
(mg/L) (mg/L) (mg/L) (mg/L)
2 8 4.6 <20
75% MTFR Results
The 75% MTFR test was conducted in accordance with the NJDEP HDS MTD protocol at a
target flow rate of 0.54 cfs. A summary of test readings, measurements and calculations are
shown in Table 10. Feed calibration results are shown in Table 11. Background and effluent
sampling measurements are shown in Table 12.
The AS-3 removed 43.9% of the test sediment at an average flow rate of 0.52 cfs. Table 13
shows that the QA/QC results for flow rate, feed rate, influent concentration and background
concentration are compliant with the protocol.
19
Table 10 Summary of AS-3 75% MTFR Test
Test Date
Target
Flow
(cfs/gpm)
Detention
Time
(sec)
Target Sediment
Concentration
(mg/L)
Target Feed
Rate
(mg/min)
Test
Duration
(min:sec)
9/15/16 0.54/240.3 80 200 181,896 26:13
Measured Values
Avg.
Flow
Rate
(cfs/gpm)
Avg.
Influent
Conc.
(mg/L)
Max.
Water
Temp.
(°F)
Avg. Adjusted
Effluent Conc.
(mg/L)
Avg. Removal
Efficiency
(%)
QA/QC
Compliance
0.52/233.9 205.5 77.5 115.3 43.9 Yes
Table 11 AS-3 75% MTFR Sediment Feed Results
Target
Concentration 200 mg/L Target Feed Rate 181,896 mg/min
Sample ID
Sample
Time
(min:sec)
Sample
Mass
(gm)
Sample
Duration
(sec)
Feed Rate
(mg/min)
Calculated Influent
Concentration
(mg/L)
Feed Rate 1 0:00 101.906 35 174,696 196.4
Feed Rate 2 5:08 108.710 35 186,360 210.4
Feed Rate 3 10:15 104.963 35 179,937 203.2
Feed Rate 4 15:23 104.742 35 179,558 203.6
Feed Rate 5 20:31 107.189 35 183,753 207.0
Feed Rate 6 25:38 107.605 35 184,466 209.0
20
Table 12 AS-3 75% MTFR Background and Effluent Measurements
Sample ID Time
(min:sec)
Concentration
(mg/L)*
Background 1 4:08 2
Background 2 5:08 2
Background 3 9:45 2
Background 4 14:23 2
Background 5 15:23 2
Background 6 20:01 2
Background 7 24:38 2
Background 8 25:38 4
Sample ID Time
(min:sec)
Concentration
(mg/L)
Associated Background
Concentration
(mg/L)
Adjusted
Concentration
(mg/L)
Effluent 1 4:08 96 2 94
Effluent 2 4:38 109 2 107
Effluent 3 5:08 109 2 107
Effluent 4 9:15 118 2 116
Effluent 5 9:45 113 2 111
Effluent 6 10:15 113 2 111
Effluent 7 14:23 129 2 127
Effluent 8 14:53 115 2 113
Effluent 9 15:23 129 2 127
Effluent 10 19:31 117 2 115
Effluent 11 20:01 118 2 116
Effluent 12 20:31 121 2 119
Effluent 13 24:38 123 2 121
Effluent 14 25:08 128 3 125
Effluent 15 25:38 124 4 120
Average 117.5 2.2 115.3
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
21
Table 13 AS-3 75% MTFR QA/QC Results
Flow Rate
Target
(cfs/gpm)
Average
(cfs/gpm)
Coef. Of
Variance
Acceptable Parameters
COV
0.54/240.3 0.52/233.9 0.006 <0.03
Feed Rate
Target Average Coef. Of
Variance
Acceptable Parameters
COV (mg/min) (mg/min)
181,896 181,461 0.023 <0.1
Influent Concentration
Target
(mg/L)
Average
(mg/L)
Coef. Of
Variance
Acceptable Parameters
COV
200 205.5 0.023 <0.1
Background Concentration
Low High Average Acceptable Threshold
(mg/L) (mg/L) (mg/L) (mg/L)
2 4 2.2 <20
100% MTFR Results
The 100% MTFR test was conducted in accordance with the NJDEP HDS MTD protocol at a
target flow rate of 0.71 cfs. A summary of test readings, measurements and calculations are
shown in Table 14. Feed calibration results are shown in Table 15. Background and effluent
sampling measurements are shown in Table 16.
The AS-3 removed 39.2% of the test sediment at an average flow rate of 0.71 cfs. Table 17
shows that the QA/QC results for flow rate, feed rate, influent concentration and background
concentration are compliant with the protocol.
22
Table 14 Summary of AS-3 100% MTFR Test
Test Date
Target
Flow
(cfs/gpm)
Detention
Time
(sec)
Target Sediment
Concentration
(mg/L)
Target Feed
Rate
(mg/min)
Test
Duration
(min:sec)
9/16/16 0.71/320.4 60 200 242,528 20:57
Measured Values
Avg.
Flow
Rate
(cfs/gpm)
Avg.
Influent
Conc.
(mg/L)
Max.
Water
Temp.
(°F)
Avg. Adjusted
Effluent Conc.
(mg/L)
Avg. Removal
Efficiency
(%)
QA/QC
Compliance
0.71/320.5 203.3 77.5 123.6 39.2 Yes
Table 15 AS-3 100% MTFR Sediment Feed Results
Target
Concentration 200 mg/L Target Feed Rate 242,528 mg/min
Sample ID
Sample
Time
(min:sec)
Sample
Mass
(gm)
Sample
Duration
(sec)
Feed Rate
(mg/min)
Calculated Influent
Concentration
(mg/L)
Feed Rate 1 0:00 126.497 30 252,994 208.2
Feed Rate 2 4:06 123.000 30 246,000 202.5
Feed Rate 3 8:11 117.574 30 235,148 192.9
Feed Rate 4 12:17 118.815 30 237,630 196.2
Feed Rate 5 16:22 124.823 30 249,646 208.1
Feed Rate 6 20:27 119.839 30 239,678 201.0
23
Table 16 AS-3 100% MTFR Background and Effluent Measurements
Sample ID Time
(min:sec)
Concentration
(mg/L)*
Background 1 3:06 2
Background 2 4:06 2
Background 3 7:41 2
Background 4 11:17 2
Background 5 12:17 2
Background 6 15:52 2
Background 7 19:27 5
Background 8 20:27 5
Sample ID Time
(min:sec)
Concentration
(mg/L)
Associated Background
Concentration
(mg/L)
Adjusted
Concentration
(mg/L)
Effluent 1 3:06 109 2 107
Effluent 2 3:36 118 2 116
Effluent 3 4:06 116 2 114
Effluent 4 7:11 126 2 124
Effluent 5 7:41 122 2 120
Effluent 6 8:11 125 2 123
Effluent 7 11:17 133 2 131
Effluent 8 11:47 122 2 120
Effluent 9 12:17 131 2 129
Effluent 10 15:22 126 2 124
Effluent 11 15:52 128 2 126
Effluent 12 16:22 134 3.5 130.5
Effluent 13 19:27 127 5 122
Effluent 14 19:57 142 5 137
Effluent 15 20:27 135 5 130
Average 126.3 2.7 123.6
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
24
Table 17 AS-3 100% MTFR QA/QC Results
Flow Rate
Target
(cfs/gpm)
Average
(cfs/gpm)
Coef. Of
Variance
Acceptable Parameters
COV
0.71/320.4 0.71/320.5 0.007 <0.03
Feed Rate
Target Average Coef. Of
Variance
Acceptable Parameters
COV (mg/min) (mg/min)
242,528 243,516 0.029 <0.1
Influent Concentration
Target
(mg/L)
Average
(mg/L)
Coef. Of
Variance
Acceptable Parameters
COV
200 203.3 0.029 <0.1
Background Concentration
Low High Average Acceptable Threshold
(mg/L) (mg/L) (mg/L) (mg/L)
2 5 2.7 <20
125% MTFR Results
The 125% MTFR test was conducted in accordance with the NJDEP HDS MTD protocol at a
target flow rate of 0.89 cfs. A summary of test readings, measurements and calculations are
shown in Table 18. Feed calibration results are shown in Table 19. Background and effluent
sampling measurements are shown in Table 20.
The AS-3 removed 42.1% of the test sediment at an average flow rate of 0.83 cfs. Table 21
shows that the QA/QC results for flow rate, feed rate, influent concentration and background
concentration are compliant with the protocol.
25
Table 18 Summary of AS-3 125% MTFR Test
Test Date
Target
Flow
(cfs/gpm)
Detention
Time
(sec)
Target Sediment
Concentration
(mg/L)
Target Feed
Rate
(mg/min)
Test
Duration
(min:sec)
5/11/16 0.89/400.5 48 200 303,160 22:45
Measured Values
Avg. Flow
Rate
(cfs/gpm)
Avg.
Influent
Conc.
(mg/L)
Max.
Water
Temp.
(°F)
Avg. Adjusted
Effluent Conc.
(mg/L)
Avg. Removal
Efficiency
(%)
QA/QC
Compliance
0.83/373.7 198.8 75.5 115.1 42.1 Yes
Table 19 AS-3 125% MTFR Sediment Feed Results
Target
Concentration 200 mg/L Target Feed Rate 303,160 mg/min
Sample ID
Sample
Time
(min:sec)
Sample
Mass
(gm)
Sample
Duration
(sec)
Feed Rate
(mg/min)
Calculated Influent
Concentration
(mg/L)
Feed Rate 1 0:00 146.411 30 292,822 202.0
Feed Rate 2 4:21 140.081 30 280,162 194.3
Feed Rate 3 8:42 140.914 30 281,828 198.2
Feed Rate 4 13:03 141.189 30 282,378 201.1
Feed Rate 5 17:24 130.728 30 261,456 188.2
Feed Rate 6 21:45 246.057 60 246,057 177.7
26
Table 20 AS-3 125% MTFR Background and Effluent Measurements
Sample ID Time
(min:sec)
Concentration
(mg/L)*
Background 1 3:21 2
Background 2 4:21 2
Background 3 8:12 2
Background 4 12:03 11
Background 5 13:03 5
Background 6 16:54 9
Background 7 20:45 11
Background 8 21:45 8
Sample ID Time
(min:sec)
Concentration
(mg/L)
Associated Background
Concentration
(mg/L)
Adjusted
Concentration
(mg/L)
Effluent 1 3:21 118 2 116
Effluent 2 3:51 129 2 127
Effluent 3 4:21 104 2 102
Effluent 4 7:42 117 2 115
Effluent 5 8:12 143 2 141
Effluent 6 8:42 124 6.5 117.5
Effluent 7 12:03 134 11 123
Effluent 8 12:33 129 8 121
Effluent 9 13:03 132 5 127
Effluent 10 16:24 122 7 115
Effluent 11 16:54 130 9 121
Effluent 12 17:24 73 10 63
Effluent 13 20:45 121 11 110
Effluent 14 21:15 127 9.5 117.5
Effluent 15 21:45 118 8 110
Average 121.4 6.3 115.1
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
27
Table 21 AS-3 125% MTFR QA/QC Results
Flow Rate
Target
(cfs/gpm)
Average
(cfs/gpm)
Coef. Of
Variance
Acceptable Parameters
COV
0.89/400.5 0.83/373.7 0.017 <0.03
Feed Rate
Target Average Coef. Of
Variance
Acceptable Parameters
COV (mg/min) (mg/min)
303,160 274,117 0.041 <0.1
Influent Concentration
Target
(mg/L)
Average
(mg/L)
Coef. Of
Variance
Acceptable Parameters
COV
200 198.8 0.041 <0.1
Background Concentration
Low High Average Acceptable Threshold
(mg/L) (mg/L) (mg/L) (mg/L)
2 11 6.3 <20
Excluded Data/Results
Two test sediment blends were used for the TSS removal efficiency testing. The test setup for the
May 2016 testing provided random background TSS concentrations that did not consistently
comply with the protocol threshold of 20 mg/L. Following trial testing of a modified test loop
that included an additional reservoir tank and a 1-micron filter assembly to meet the background
concentration requirement, testing resumed in September 2016 using the second PSD blend that
also complied with the protocol specification. Analytical data from the May 2016 testing that did
not comply with the background TSS concentration requirement were excluded from the results
presented herein.
Annualized Weighted TSS Removal Efficiency
The annualized weighted TSS removal efficiency calculation is shown below in Table 22 based
on the results of the removal efficiency testing.
Testing in accordance with the provisions detailed in the NJDEP HDS MTD Protocol
demonstrate that the Aqua-Swirl® Model AS-3 achieved a 50.8% annualized weighted TSS
removal at an MTFR of 0.71 cfs (33.4 gpm/ft2). This testing demonstrates that the Aqua-
Swirl® Model AS-3 meets the NJDEP requirement that HDS devices demonstrate at least 50%
weighted annualized TSS removal efficiency at the MTFR.
28
Table 22 Annualized Weighted TSS Removal of the AS-3
% MTFR
Average Flow
Rate Tested
(cfs)
Actual %
MTFR
Measured
Removal
Efficiency
Annual
Weighting
Factor
Weighted
Removal
Efficiency
25% 0.17 24% 61.4 0.25 15.4
50% 0.35 49% 54.9 0.30 16.5
75% 0.52 73% 43.9 0.20 8.8
100% 0.71 100% 39.2 0.15 5.9
125% 0.83 117% 42.1 0.10 4.2
Weighted Annualized TSS Removal Efficiency 50.8
4.3 Test Sediment PSD Analysis – Scour Testing
Test sediment used for Scour Testing was independently blended by Good Harbour Laboratories
of high purity silica supplied by AGSCO Corporation. Three representative sediment samples
were collected from the sediment blend and delivered to Maxxam Analytics in Mississauga,
Ontario for independent PSD analysis using ASTM D 422-63. The particle size distribution of
each of the 3 samples were averaged and reported as the overall particle size distribution. It was
determined that this test sediment blend meets the protocol specification. The test sediment was
placed in shipping containers, sealed, and transported to the AquaShieldTM laboratory test facility
in Chattanooga, Tennessee. The container seals were intact upon receipt and were removed by
the independent observer at the initiation of the scour testing program. The results and the
comparison to the protocol specification are shown in Table 23 and Figure 5. This test sediment
was determined to be overall finer than the specified scour test sediment.
Table 23 Scour Test Sediment PSD
Particle
Size (µm)
Test Sediment Particle Size (% passing) NJDEP
Minimum
Specification
QA/QC Sample 1 Sample 2 Sample 3 Average
1,000 100 100 100 100 98 PASS
500 98 97 97 97 88 PASS
250 70 67 64 67 53 PASS
150 59 56 52 56 38 PASS
100 44 42 38 41 23 PASS
75 28 24 23 25 8 PASS
50 10 9 11 10 0 PASS
29
Figure 5 Scour Test Sediment PSD vs. Protocol Specification
4.4 Scour Testing for Online Installation
Scour testing for the Aqua-Swirl® Model AS-3 was conducted in accordance with Section 4 of
the NJDEP HDS protocol. A flow rate of 1.44 cfs (646.9 gpm) was used in order to establish its
capability to be installed in an online configuration. Based on an MTFR of 0.71 cfs (320.4 gpm),
the scour test flow rate represents 203% of the MTFR. The flow rate COV was 0.002. Flow and
background concentrations are shown in Table 24.
Table 24 Flow and Background Concentration Results for AS-3 Scour Testing
Date May 18, 2016 Average Flow Rate = 1.44 cfs
Maximum
Temperature 72.5 Flow Rate COV = 0.002
Sample ID Time
(min:sec)
Concentration
(mg/L)*
Background 1 2:00 2
Background 2 4:00 2
Background 3 6:00 2
Background 4 8:00 2
Background 5 10:00 2
Background 6 12:00 2
Background 7 14:00 2
30
Background 8 16:00 2
Background 9 18:00 2
Background 10 20:00 2
Background 11 22:00 2
Background 12 24:00 2
Background 13 26:00 2
Background 14 28:00 2
Background 15 30:00 2
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
Unadjusted effluent concentrations ranged from 4 mg/L to 18 mg/L. When adjusted for
background concentrations, effluent concentrations ranged from 2 to 16 mg/L and averaged 9.7
mg/L. Table 25 summarizes effluent, background and adjusted effluent concentrations.
Based on the results of this scour test, the Aqua-Swirl® can be installed online.
Table 25 Effluent Concentration Results for AS-3 Scour Testing at 203% MTFR
Sample ID Time
(min:sec)
Effluent
Concentration
with Background
Concentration
(mg/L)*
Adjusted
Effluent
Concentration
(mg/L)
Background
Concentration
(mg/L)
S-1 2:00 4 2 2
S-2 4:00 5 2 3
S-3 6:00 5 2 3
S-4 8:00 6 2 4
S-5 10:00 9 2 7
S-6 12:00 16 2 14
S-7 14:00 18 2 16
S-8 16:00 17 2 15
S-9 18:00 16 2 14
S-10 20:00 13 2 11
S-11 22:00 14 2 12
S-12 24:00 14 2 12
S-13 26:00 14 2 12
S-14 28:00 14 2 12
S-15 30:00 11 2 9
* Background concentrations listed as 2 mg/L represent one half of the method detection limit of
4 mg/L as reported by the laboratory.
31
Excluded Data/Results
No data or results were excluded for the scour test.
5. Design Limitations
The Aqua-Swirl® is an engineered system designed to meet site-specific installation
requirements. General terms of design parameters and limitations are cited below.
Soil Characteristics
The Aqua-Swirl® is a post-construction, flow-through modular device. AquaShieldTM specifies
that stone backfill material be used. Site-specific native soils can be used as backfill provided
that the material substantially conforms to the backfill specification. AquaShieldTM engineers can
assist contractors with backfill questions when using native soil.
Slope of Drainage Pipe
There is no specific drainage pipe slope limitation. Given that both the inlet and outlet pipe
elevations are identical, the site design should consider piping configurations to accommodate
the level flow-through piping design. AquaShieldTM engineers can work with site design
engineers to facilitate an appropriate conveyance design.
Maximum Water Quality Treatment Flow Rate
The maximum water quality treatment flow rate varies by Aqua-Swirl® model size and should be
taken into consideration for site designs. AquaShieldTM engineers can assist site designers with
managing peak flow rates.
Maintenance Requirements
Aqua-Swirl® stormwater systems should be inspected and maintained following the
recommendations and guidelines included in the Aqua-Swirl® Inspection & Maintenance Manual
at: http://www.aquashieldinc.com/uploads/1/3/6/1/13618853/aqua-swirl_i_m_manual_11-16.pdf.
Section 6 herein includes additional information.
Driving Head
Aqua-Swirl® technology does not require a driving head, beyond that required to achieve flow, to
achieve operating conditions.
Installation Limitations
Pick weights vary by Aqua-Swirl® model size. Aqua-Swirl® can provide contractors with model-
specific pick weights prior to delivery.
Configurations
Aqua-Swirl® technology is based on the tangential inlet to set up the vortex separation. Both off-
line and on-line configurations can accommodate clockwise and counter clockwise flow
processes. In addition, Aqua-Swirl® installations can utilize a range of inlet to outlet pipe angles.
32
Loading
Aqua-Swirl® systems are designed for HS-25 or greater loading. Contact AquaShieldTM
engineering staff when heavier loading conditions are anticipated.
Pre-treatment Requirements
The Aqua-Swirl® has no pre-treatment requirements.
Depth to Seasonal High Water Table
Aqua-Swirl® performance is independent of high groundwater conditions. AquaShieldTM
routinely performs buoyancy calculations for all system installations to ensure long term
functionality. Anti-floatation controls can be added for system installations when necessary.
Pipe Size
Each Aqua-Swirl® system has a maximum recommended inlet and outlet pipe size. The
maximum recommended pipe size for each model is shown in Table A-2 of the Verification
Appendix.
6. Maintenance Plan
The Aqua-Swirl® Inspection and Maintenance Manual provided at installation is available at:
http://www.aquashieldinc.com/uploads/1/3/6/1/13618853/aqua-swirl_i_m_manual_11-16.pdf.
The Aqua-Swirl® is designed to remove suspended sediment, debris, floatables and free-floating
oil from stormwater runoff using a single chamber for both treatment and pollutant storage.
Periodic removal of these captured materials is essential to ensure long term functionality. Aqua-
Swirl® performance may be diminished when sediment and/or oil storage capacities are reached.
An Aqua-Swirl® Inspection and Maintenance manual is provided for each site delivery to track
and document system operations.
Both inspection and maintenance activities of the Aqua-Swirl® are simply performed and are
accomplished from the surface. There are no moving parts, no internal components that need
replacement, and no product-specific tools are needed from AquaShieldTM. A typical
maintenance event for the cleaning of the swirl chamber can be accomplished with a vacuum
truck. Aqua-Swirl® units utilize one or two manholes depending on model size to facilitate
inspection and maintenance events.
Inspection
Upon installation and during construction, AquaShieldTM recommends that an Aqua-Swirl®
treatment system be inspected every three months and the system be cleaned as needed. Essential
elements of a swirl chamber inspection include observing floating materials and measuring the
accumulated sediment at the base of the swirl chamber. The Aqua-Swirl® should be inspected
and cleaned at the end of construction regardless of whether it has reached its capacity for
sediment or oil storage. During the first year post-construction, the Aqua-Swirl® should again be
inspected every three months and cleaned as needed depending on site conditions. The ultimate
33
inspection frequency will be determined by site-specific runoff conditions. Yet, AquaShieldTM
recommends a minimum inspection frequency of once per year post-construction.
AquaShieldTM recommends that the units be cleaned when sediment depth reaches 7 inches,
representing 50% sediment storage capacity. The full sediment storage depth in the Aqua-Swirl®
is 14 inches.
Maintenance
Clean-out frequency will ultimately be determined by post-installation and post-construction
runoff conditions. As a general rule, AquaShieldTM recommends that Aqua-Swirl® systems be
maintained at a minimum of once per year. There is no need to enter an Aqua-Swirl® chamber
for inspections or maintenance activities. If entry is necessary, confined space entry procedures
should be employed.
Cleaning is performed by a vacuum truck, but it may be warranted to remove gross debris and
floatable objects by an alternate suitable means (i.e., skimming pole with net). Any accumulated
oil can be vacuumed from the surface. Accumulated sediment at the base of the swirl chamber
can be removed via vacuum through the manhole(s) opening from the surface. There are no
hidden or blind access chambers in the Aqua-Swirl® which allows for a complete cleaning of the
unit.
The manhole lid(s) should be replaced at the conclusion of inspection and maintenance activities.
AquaShieldTM advises that all removed pollutants be disposed in accordance with all applicable
local regulations and ordinances.
7. Statements
The following signed statements from the manufacturer, third party observer and NJCAT are
required to complete the NJCAT verification process. Additionally, this report has been
subjected to public review and all comments and concerns have been satisfactorily addressed.
34
35
36
37
38
Center for Environmental Systems
Stevens Institute of Technology
One Castle Point
Hoboken, NJ 07030-0000
October 7, 2016
Titus Magnanao
NJDEP
Division of Water Quality
Bureau of Non-Point Pollution Control
401-02B
PO Box 420
Trenton, NJ 08625-0420
Dear Mr. Magnanao,
Based on my review, evaluation and assessment of the testing conducted on the Aqua-Swirl®
Stormwater Treatment System by AquaShield and observed by Dr. Gregory Williams, P.E. of
Good Harbour Laboratories, Ltd., Mississauga, Ontario, the test protocol requirements contained
in the “New Jersey Laboratory Testing Protocol to Assess Total Suspended Solids Removal by a
Hydrodynamic Sedimentation Manufactured Treatment Device” (NJDEP HDS Protocol) were
met or exceeded. Specifically:
Test Sediment Feed
The mean PSD of the AquaShield test sediments comply with the PSD criteria established by the
NJDEP HDS protocol. The AquaShield removal efficiency test sediment PSD analysis was
plotted against the NJDEP removal efficiency test PSD specification. The test sediment was
shown to be finer than the sediment blend specified by the protocol (<75µ); the test sediment d50
was approximately 50 microns. The scour test sediment PSD analysis was plotted against the
NJDEP removal efficiency test PSD specification and shown to be finer than specified by the
protocol.
39
Removal Efficiency Testing
In accordance with the NJDEP HDS Protocol, removal efficiency testing was executed on the
Aqua-Swirl® Model AS-3, a 3.5 ft. diameter commercially available unit, in order to establish the
ability of the Aqua-Swirl to remove the specified test sediment at 25%, 50%, 75%, 100% and
125% of the target MTFR. The Aqua-Swirl® Model AS-3 demonstrated 50.8% annualized
weighted solids removal as defined in the NJDEP HDS Protocol. The flow rates, feed rates and
influent concentration all met the NJDEP HDS test protocol’s coefficient of variance
requirements and the background concentration for all five test runs never exceeded 20 mg/L.
Scour Testing
In order to demonstrate the ability of the Aqua-Swirl to be used as an online treatment device
scour testing was conducted at greater than 200% of MTFR in accordance with the NJDEP HDS
Protocol. The average flow rate during the online scour test was 1.44 cfs, which represents
203% of the MTFR (MTFR = 0.71 cfs). Background concentrations were 2 mg/L throughout the
scour testing, which complies with the 20 mg/L maximum background concentration specified
by the test protocol. Unadjusted effluent concentrations ranged from 4 mg/L to 18 mg/L. When
adjusted for background concentrations, the effluent concentrations range from 2 to 16 mg/L
with a mean of 9.7 mg/L. These results confirm that the Aqua-Swirl® Model AS-3 did not scour
at 203% MTFR and meets the criteria for online use.
Maintenance Frequency
The predicted maintenance frequency for all models is 56 months.
Sincerely,
Richard S. Magee, Sc.D., P.E., BCEE
40
8. References
ASTM D422-63. Standard Test Method for Particle Size Analysis of Soils.
ASTM D3977-97. Standard Test Methods for Determining Concentrations in Water Samples.
AquaShieldTM, Inc. April 2016, layout revised June 2016. Verification Testing of the Aqua-
Swirl® Model AS-3 in Accordance with the NJDEP Laboratory Testing Protocol 2013, Quality
Assurance Project Plan.
NJDEP 2013a. New Jersey Department of Environmental Protection Procedure for Obtaining
Verification of a Stormwater Manufactured Treatment Device from New Jersey Corporation for
Advanced Technology. Trenton, NJ. January 25, 2013.
NJDEP 2013b. New Jersey Department of Environmental Protection Laboratory Protocol to
Assess Total Suspended Solids Removal by a Hydrodynamic Sedimentation Manufactured
Treatment Device. Trenton, NJ. January 25, 2013.
41
VERIFICATION APPENDIX
42
Introduction
Manufacturer: AquaShieldTM, Inc., 2733 Kanasita Drive, Suite 111, Chattanooga,
Tennessee 37343. General Phone: (423) 870-8888. Website: www.aquashieldinc.com.
MTD: Aqua-Swirl® Stormwater Treatment System (Aqua-Swirl®). Verified Aqua-Swirl®
models are shown in Table A-1.
TSS Removal Rate: 50%
Offline or Online installation
Detailed Specification
NJDEP sizing tables attached as Table A-1 and Table A-2.
Pick weights and installation procedures vary with model size. AquaShieldTM provides
contractors with project-specific unit pick weights and installation instructions as
warranted prior to delivery.
Maximum recommended sediment depth prior to cleanout is 14 inches for all models.
An Inspection and Maintenance Manual is provided for each project installation and is
available at: http://www.aquashieldinc.com/uploads/1/3/6/1/13618853/aqua-
swirl_i_m_manual_11-16.pdf.
According to N.J.A.C. 7:8-5.5, NJDEP stormwater design requirements do not allow a
hydrodynamic separator such as the Aqua-Swirl® to be used in series with another
hydrodynamic separator to achieve an enhanced TSS removal rate.
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Table A-1 MTFRs and Required Sediment Removal Intervals for Aqua-Swirl® Models
Model
Manhole
Diameter
(ft)
NJDEP 50% TSS
Maximum
Treatment
Flow Rate
(cfs)
Treatment
Area
(ft2)
Hydraulic
Loading
Rate
(gpm/ft2)
50%
Maximum
Sediment
Storage
Volume
(ft3)
Required
Sediment
Removal
Interval1
(months)
AS-2 2.5 0.36 4.9 33.4 2.86 56
AS-3 3.5 0.71 9.6 33.4 5.60 56
AS-4 4.5 1.18 15.9 33.4 9.28 56
AS-5 5 1.46 19.6 33.4 11.43 56
AS-6 6 2.11 28.3 33.4 16.51 56
AS-7 7 2.87 38.5 33.4 22.46 56
AS-8 8 3.74 50.3 33.4 29.34 56
AS-9 9 4.73 63.6 33.4 37.10 56
AS-10 10 5.84 78.5 33.4 45.79 56
AS-11 11 7.07 95.0 33.4 55.42 56
AS-12 12 8.42 113.1 33.4 65.98 56
AS-13 13 9.87 132.7 33.4 77.41 56
1Sediment Removal Interval (months) = (50% HDS MTD Max Sediment Storage Volume * 3.57)
(MTFR * TSS Removal Efficiency)
Required sediment removal interval calculated using equation specified in Appendix B, Part B of the
NJDEP Laboratory Protocol for HDS MTDs.
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Table A-2 Standard Dimensions for Aqua-Swirl® Models
Model
Maximum
Treatment
Flow Rate
(cfs)
Depth Below
Invert
(DBI)1
(ft)
Scaling
Depth2
(ft)
Aspect
Ratio
Depth: Dia3
Sediment
Sump
Depth
(ft)
Maximum
Pipe
Diameter
(in)
AS-2 0.36 4.21 3.63 1.45 1.17 15
AS-3 0.71 5.67 5.08 1.45 1.17 21
AS-4 1.18 6.13 5.55 1.23 1.17 27
AS-5 1.46 6.75 6.17 1.23 1.17 30
AS-6 2.11 7.98 7.40 1.23 1.17 36
AS-7 2.87 9.22 8.64 1.23 1.17 42
AS-8 3.74 10.45 9.87 1.23 1.17 48
AS-9 4.73 11.68 11.10 1.23 1.17 54
AS-10 5.84 12.92 12.34 1.23 1.17 60
AS-11 7.07 14.15 13.57 1.23 1.17 66
AS-12 8.42 15.38 14.80 1.23 1.17 72
AS-13 9.87 16.62 16.04 1.23 1.17 78
1 DBI is the depth from the invert of inlet pipe to the bottom of the unit.
2 Scaling depth is the DBI minus 0.58 ft (7 in.), the location of the false floor of the tested unit.
3 The aspect ratio of scaling depth/model diameter for the tested unit is 1.45. An aspect ratio of
1.45±15% indicates that the treatment depth of the model is proportional as required by the
protocol based on the tested model ratio of scaling depth to manhole diameter.