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Water 2017, 9(11), 907; doi:10.3390/w9110907

Article
Pollution Removal Performance of Laboratory Simulations of Sydney’s Street Stormwater Biofilters
School of Science and Health; Western Sydney University, Penrith 2751, Australia
*
Author to whom correspondence should be addressed.
Received: 13 September 2017 / Accepted: 17 November 2017 / Published: 22 November 2017

Abstract

:
The City of Sydney is constructing more than 21,000 square metres of street biofilter units (raingardens) in terms of their Decentralised Water Master Plan (DWMP), for improving the quality of stormwater runoff to Port Jackson, the Cooks River, and the historical Botany Bay. Recharge of the Botany Sand Beds aquifer, currently undergoing remediation by extraction of industrial chlorinated hydrocarbon pollutants, is also envisaged. To anticipate the pollution removal efficiency of field biofilter designs, laboratory soil-column simulations were developed by Western Sydney University partnered with the City. Synthetic stormwater containing stoichiometric amounts of high-solubility pollutant salts in deionised water was passed through 104 mm columns that were layered to simulate monophasic and biphasic field designs. Both designs met the City’s improvement targets for total nitrogen (TN) and total phosphorus (TP), with >65% median removal efficiency. Prolonged release of total suspended solids (SS) on startup emphasised the need for specifications and testing of proprietary fills. Median removal efficiency for selected heavy metal ecotoxicants was >75%. The researchers suggested that Zinc be added to the targets as proxy for metals, polycyclic aromatic hydrocarbons (PAH) and oils/greases co-generated during road use. Simulation results suggested that field units will play an important role in meeting regional stormwater improvement targets.
Keywords:
biofilter; raingarden; stormwater treatment; road runoff; WSUD; soil column

1. Introduction

Urban development effectively results in the short-circuiting of the hydrologic cycle, reducing stormwater retention in the terrestrial phase, and limiting natural purification by filtration, settlement, and biochemical stabilisation. Roads receive high-nutrient runoff from yards, parks, and pavements, while vehicles, road infrastructure, and adjacent roofs add metals, polycyclic aromatic hydrocarbons (PAHs), and oils/greases to the mix [1,2,3].
In Sydney, nutrients and metals in stormwater runoff exert a negative influence on receiving water ecosystems, and are thus the focus of ongoing research and intervention [4,5,6]. In 2012, the City of Sydney announced their Decentralised Water Master Plan (DWMP) as part of a water sensitive urban design (WSUD) strategy. To implement this, basic stormwater improvement targets, as shown in Table 1, were included in the City’s general Development Control Plan (DCP) and Botany Bay Water Quality Improvement Plan (BBWQIP), as approved by the New South Wales (NSW) Office of Environment and Heritage [7,8]. Slight differences in the targets under these two plans relate to informed decision making regarding different environmental needs.
One initiative to implement the plans is the design and construction of 21,000 square meters of decentralised street-biofilter units to intercept and treat stormwater before discharge to receiving waters or the aquifer. A schematic of a basic monophasic biofilter design is shown in Figure 1, although the City use a number of design variations, including an unlined version where aquifer recharge is an aim. A more complex biphasic design involves the addition a 200 to 300 mm saturation sump to provide an anaerobic environment in which bacteria can carry out denitrification; the conversion of dissolved nutrient nitrogen to harmless atmospheric nitrogen in a carbon-rich environment [9]. This reduces algal and cyanobacterial (blue-green algal) nutrients in the stormwater discharged to receiving waters, with a reduction in eutrophication potential.
Biofiltration units are often referred to as “raingardens” above the surface because of their ability to visually soften the streetscape with a bed of wetland plants, the active stem, and rootzone, of which maintain surface-layer permeability and provide attachment for nitrifying bacteria (Figure 2).
In 2013, The City of Sydney formed a research partnership with Western Sydney University (WSU) with the aim of conducting laboratory simulations to assess the potential pollutant removal efficiencies of the main field designs under controlled conditions, which is the topic of this paper. A further aim was to guide the development of a performance monitoring framework for the field units, which is a work in progress to be published later.
The use of 104 mm cylindrical columns facilitated a low-cost and simplified approach using off-the-shelf materials, offering potential for technology transfer to the City, and to urban administrations elsewhere. Given the growing interest in WSUD internationally, the system offered value in terms of the simplified testing of designs and of the available filtration material.
It was agreed that the metric that was applied in the simulation testing would be the regional removal targets, as shown in Table 1, with the addition of heavy metals zinc, copper, nickel, cadmium, lead, and chromium, because of their known association with road runoff and their potential ecotoxicity [10,11,12].
Heavy metal indicators in road runoff have also been shown to exhibit strong correlation, with hydrocarbon indicators such as BTEXN (benzene, toluene, ethylbenzene, xylenes, and naphthalene), TRH (total recoverable hydrocarbons), and PAH [13,14]. This makes highly soluble heavy metals, such as zinc, good proxies for a range of co-generated pollutants in hydraulic column experiments where added non-polar hydrocarbons would coat filter particles, interfering with the removal of important polar pollutants, such as the metals and nutrients. Given these considerations, hydrocarbons were not included in the column simulation experiments, but given their variability and potential ecotoxicity, they will be included in the later field study of biofilter performance.
While total suspended solids (SS) could not be added directly to the synthetic stormwater that was fed to the soil columns for reasons discussed under Section 2.2, SS release on startup from two lots of proprietary raingarden fill material was assessed [15,16]. Measurement of gross pollutant (large flotsam) removal was impractical in terms of the size of the material in relationship to the narrow diameter of the columns.

2. Materials and Methods

2.1. Soil Columns

Soil columns that were identical in vertical section to the field biofilters were established using off-the-shelf 104 mm diameter PVC tubing, with the aim of producing a cost- and space-efficient experimental unit with a diameter that would limit potential edge effect and dispersivity in the columns.
Edge effect is the tendency for increased hydraulic flow to occur at the interface between a packed column and its retaining surface, resulting in the potential short-circuiting of the column [17,18]. This effect is likely to be amplified in narrower bore columns because of the increased retaining tube surface area to tube-diameter ratio. To minimize this effect, internal tube surfaces were lightly sanded to retard edge flow, and distribution of the synthetic stormwater took place over a mulch in the centre of the column [19].
In large diameter columns, the risk of dispersivity increases [20]. This involves the erosion of the filter medium itself through the establishment of meandering, lateral flow pathways, which later erode vertically, short-circuiting the filtration medium. Dispersivity is exacerbated by fine particles that are added to the fill to support plant growth, particularly in the presence of excess sodium ions.
All of the columns were established in tandem in terms of a common City of Sydney design where two units are linked by pipework under a central pedestrian access way leading to a safe road crossing point. Simulation of biphasic, lined field units was achieved by arranging the second column inlet 210 mm above the first column outlet with a 13 mm diameter link, simulating the inverted siphon arrangement used to maintain the saturation zone in field designs (Figure 3).
While wetland plants and their related root zone are an integral part of field units, planting of the columns to represent the distribution and variety of plants found in raingardens was not feasible, given the small column diameter. This was, however, a scientifically conservative approach in that raingarden plants enhance pollution removal through biochemical activity in the rhizosphere of well-maintained field units [21]. In field settings, plant stem presence and root movement keeps surface channels open, and this was compensated for in the columns by using a distribution pebble-mulch and the avoidance of clogging material in the synthetic stormwater [22,23]. It was assumed that the necessary microorganisms for a range of biochemical processes would be present in the quarry fill media, which was commercially extracted from riverine sources [24].
During each monophasic experiment, synthetic stormwater was conducted from a hard-plastic header tank through an adjustable drip-feed system to the primary column, from which it drained to the secondary column, exiting at the column base for collection and analysis.

2.2. Synthetic Stormwater

The concentration of each pollutant in the synthetic stormwater was based on the median value that was reported for laboratory simulations elsewhere, averaged with the median value for six grab samples for first flush events at Sydney sites where field units were to be constructed [25,26,27,28,29,30]. It is important to note, that on this basis, synthetic stormwater formulation would vary for each City catchment and that some standardization is ultimately needed [31].
The synthetic stormwater was produced by dissolving stoichiometric amounts of high-solubility salts containing relevant pollutant ions in deionised water, followed by iterations of analysis and adjustment until a stable product complying with the required concentrations was achieved.
Suspended solids were not included in the synthetic stormwater because of the potential for adsorption of the positively charged ammonium and metal ions at an unknown rate onto these particles during storage, and the absence again of research standards relating to particulate size and ion-exchange properties. For this reason, the study followed the direction of a number of published studies in omitting SS from their versions of synthetic stormwater [25,27,28,29,30].
In terms of impact on results, the exclusion of SS represents a conservative scientific approach in that SS mobilized by stormwater in Sydney is known to contain a variable proportion of zeolite, which would be likely to improve removal efficiency for cations in the field units [32].

2.3. Column Performance Experimental Method

An experimental soil-column method was developed with the following phases:
1.
Purging: To limit background column “noise”, naturally occurring soluble ions were purged from the soil column using deionised-water flushing until the three-day median for electrical conductivity (EC), a proxy for ion content, fell to 5% of that of the synthetic stormwater. This typically took eight consecutive days for a fill that is compliant with City of Sydney biofilter material specifications, as discussed later. Post-purge draining for 16 h resulted in a median mass reduction of 70% reducing the risk of potential dilution of pollutants in the synthetic stormwater.
2.
Dosing: Each primary column was dosed with 1.1 L of synthetic stormwater per hour based on the unsaturated hydraulic conductivity rate for the soil column, as determined by a Decagon Devices® mini disk portable tension infiltrometer. For each experimental run, dosing was maintained for three hours based on the dosing regime established elsewhere for effective cation capture [25,32], which complied with recorded median rainfall duration for the years 2010 to 2013 [33]. It must be noted that the dosing cycle was based principally on hydraulic and not climatological considerations given the endemically high rainfall variability on the Eastern seaboard relating to the El Nino Southern Oscillation, reducing the reliability of rainfall prediction since the year 2000 [34].
Following dosing, the columns were drained to an inert sampling container for a median interval of 16 h until all of the drainage ceased, yielding a median 2.3 L sample. Five days were then allowed to elapse, after which the dosing process was repeated, with a final repeat after five days in compliance with established hydrological principles [35,36,37]. This dosing process was repeated three times for both monophasic and biphasic designs, with the experiment run in tandem, giving a total of 18 results for each pollutant to provide sufficiently reliable data for analysis.
A conditioning period for the columns as applied by some researchers was considered unnecessary given that the filter material was commercially sourced from riverine quarries where hardy microbial species that were present in wetland ecosystems would be likely to be well represented. Given the organic component of the fill, it was hypothesized that there would be good retention with rapid regrowth [38].
3.
Sample removal: A representative aliquot of the water drained from each column during each 19 h event was bottled for transport and analysis in compliance with Standard Methods [39]. In terms of quality control, no significant difference was noted in the level of individual pollutants taken at different stages of the sampling cycle (with the exception of copper), although a risk of dilution of “new” water with “old” water (such as purge) remaining in the biphasic columns has been reported in the literature [40]. Initial high copper release may, however, have been an artefact resulting from the leaching of nutrients and metals from organic material in the columns, offsetting the dilution of pollutants by residual purge water in initial column runs. The amount of water that was retained in the saturation sump wasshown to be <0.64 L by experimentation; offering potentially low dilution.

2.4. Laboratory Analysis, Data Capture and Statistical Analysis

Analysis of samples was carried out by Australian Laboratory Services (ALS) Environmental, in terms of a City of Sydney policy requirement that all of the environmental samples be sent to laboratories maintaining NATA accreditation. Analysis was performed on each sample for Total Nitrogen (TN) (APHA 4500 Norg/NO3 method), Total Phosphorus (TP) (APHA 4500 P-F method), and metals cadmium (Cd), chromium (Cr), lead (Pb), nickel (Ni), copper (Cu), and zinc (Zn) (inductively-coupled plasma mass spectrometry (ICP-MS)).
The returned data were saved using Microsoft Excel® and were assessed for parametry for each pollutant by probability plotting using Minitab 18 Express with the application of Anderson-Darling testing for normality at the assumed significance limit (p = 0.05). After stripping outliers, data for all of the parameters except copper were found to be normally distributed enabling a two-tailed, heteroscedastic t-test to be applied to assess the difference in removal efficiency between monophasic and biphasic units. For visual examination of data spread, box-and-whisker plots were constructed using R® open source software environment for PC.

3. Results and Discussion

Median concentration removal efficiency for each of the synthetic stormwater pollutant parameters for two designs are shown in Table 2, followed by box-and-whisker plots (Figure 4, Figure 5 and Figure 6) with a discussion of results. In the plots, the box limits containing the median (horizontal bar) represent the interquartile range Q1–Q3, and the whiskers the total range.

3.1. Nutrient Removal: Total Nitrogen (TN) and Total Phosphorus (TP)

The simulation columns achieved a median 84.1% and 89.0% TN removal efficiency for monophasic and biphasic designs, respectively, suggesting the achievement of the DCP and BBWQIP target of 45% to be well within reach for equivalent field units (Figure 4a). The higher median nitrogen removal efficiency for the biphasic unit suggested that nitrification-denitrification had been initiated, although this was not statistically significant in this short-term simulation. Nitrification-denitrification would be likely to be enhanced in biphasic field units with an established root zone and an elevated dissolved carbon input from road runoff [41,42].
A comprehensive biphasic study elsewhere using rectangular soil columns of a larger cross-sectional area (460 × 610 mm) achieved very similar TN removal efficiency (82%), suggesting the validity of using the economical, narrower-bore design [43].
For TP the median removal efficiencies for the two designs were 77.8% and 68.5%, respectively, again both complying with the City’s DCP and BBWQIP targets (Figure 4b). While the full range of experimental results for the monophasic experiments complied with both targets (range = 67.6% to 83.8%), some of the biphasic results in the interquartile range lay outside of the DCP target. It is possible that this target is too stringent for onsite systems, being based on the performance of centralised water treatment works where chemical coagulation or orthophosphate uptake by biomass ensures a high level of phosphate removal [44]. Further research into the full field-treatment train involving bilfiltration, solids removal through terrestrial settlement and mechanical street sweeping is, however, needed before changing the guidelines.
While biphasic removal efficiency was very similar to that achieved elsewhere by larger rectangular columns (66%), it was distinctly better than that achieved elsewhere for small-diameter (64 mm) columns (58% median, 47% minimum) [45]. It is possible that where the column diameter is reduced below a critical level, factors such as edge effect and biofilm presence exert undue influence on removal efficiency.
Of interest was the increased median removal efficiency of TN, but not of TP, in biphasic as compared to monophasic units. This supports the existence of nitrification-denitrification in the laboratory monophasic units, given that there is no biochemical equivalent for phosphate removal under anaerobic conditions [38,46].

3.2. Heavy Metal Removal

The ecotoxicity of metals in stormwater relates in part to their field partitioning in the dissolved, suspended, or settled phase [47]. Predominance in the dissolved phase makes them readily bioavailable and hence more ecotoxic than those in suspended (particulate) or settled (sediment) phases. It must be pointed out, however, that metals readily cross these boundaries depending on the redox or pH status of the aquatic environment [48]. In making up the synthetic stormwater, metal salts of high solubility were used to ensure availability in the columns.

3.2.1. Dissolved-Phase Heavy Metals

Zinc, copper, nickel, and cadmium are the most important dissolved ecotoxicants in stormwater, which, through their bioavailability and bioaccumulation in aquatic and marine food chains, may result in reduction of biodiversity and ultimately the contamination of human water and food supplies [49,50].
Zinc and copper have been shown to exhibit the highest intrinsic ecotoxicity in biomonitoring experiments using representative macroinvertebrates, fish and algae, as based on a number of runoff stages during rainfall events [51]. In terms of intrinsic toxicity (LD50), zinc is not as poisonous as the other metals in the dissolved-phase, but occurs in much higher concentrations in road runoff than other heavy metals, making it the most important ecohazard [52]. It is likely to be released by a wide range of road infrastructural sources, including galvanized crash barriers (undergoing frequent gouging impact), fences, traffic light gantries, and street lighting poles, as well as vehicular sources, including car bodies, automotive components, and recycled oil. It is an important vulcanising agent in tyres, with deposits being left on the road in rubber globules causing prolonged release, and is leached by soft rainwater from roofs, piping, and other infrastructure in urban areas [2,51].
Given these factors, zinc deserves a high profile in research relating to urban stormwater contamination, whereas copper might be a preferred indicator for atmospheric-mediated stormwater pollution, particularly where smelting of associated heavy metals occurs. Although chromium occurs at relatively low levels within this grouping, the reputation of hexavalent forms as human carcinogens makes it highly relevant in certain industrial settings [52].
In the simulations, median monophasic and biphasic removal efficiencies for metals were impressive, as shown in Figure 5 as read with Table 2. There was, however, no statistically significant difference between median monophasic and biphasic removals. The large interquartile and total ranges for copper may have resulted from copper leaching from biofiltration media in the early part of the experiment based on its known redox-dependent attachment with organic material [53].
The median monophasic removal efficiency results for zinc and copper were extremely similar to results for the field-scale biofiltration simulations that were carried out elsewhere in Australia (84% and 67%, respectively); although results are not available in the publication for nickel and cadmium [54].
The current simulation study suggests that the addition of zinc to stormwater improvement targets, as a heavy metal indicator with particular relevance to road runoff, is necessary because of its ecotoxicity and ubiquity. It is not only an animal ecotoxin, but it is highly toxic to plants, including the wetland species that are relied upon to secure hydraulic infiltration and pollutant removal in the raingardens themselves [55]. In this regard, a joint WSU-City of Sydney report implicated the accumulation of zinc in the City’s oldest raingardens as being the likely cause of observed leaf stress and dieback of plant cover after about 13 years of street stormwater treatment [8]. Research for identifying the locus of zinc capture in field unit filters would inform strategies for improving the service life, such as the skimming and removal of the surface layer or root zone, or the addition of zeolite or recycled blast furnace slag (BFS) to surface layers [56].

3.2.2. Suspended- or Settled-Phase Heavy Metals

Lead and chromium salts on road surfaces are mainly particle-bound, so SS removal by raingardens may be an important strategy in avoiding accumulation of these substances in receiving water sediments [57]. Tetraethyl lead was liberally used (up to 0.15 g/L) as an anti-knock ingredient in Australian petrol from 1921 to 2002, and chromium release still occurs from wear and tear to automotive steel, chromium plating, paints, corrosion coatings, brake linings, and catalytic converters. Certain industrial plating processes act as a potential source of carcinogenic hexavalent chromium compounds, and these could also be environmentally generated through the conversion of the non-carcinogenic trivalent form [52].
In the column simulations impressive median monophasic and biphasic removal efficiencies were again obtained, as shown in Figure 6 as read with Table 2.This represented a reduction of hexavalent chromium in the synthetic stormwater to <10 µg L−1, which, in a field setting, would increase the percentage of aquatic species protected from 80% to 90%, were treatment of 100% of receiving water to be achieved [58].
Given the potential for the sudden release of metals from sediments that are subjected to storm scouring or pH change, and the potential threat to biodiversity in effected rivers and dams, field research relating to suspended- or settled-phase metals is indicated.

3.3. Total Suspended Solids (SS) Release

While the addition of suspended particulate matter to the simulated stormwater was not considered to be viable for the reasons discussed, the problem of sometimes prolonged and variable SS release by raingarden filter media on start-up required investigation [59,60].
Two samples of proprietary filter media (fills) intended for City raingardens were put through purging in 104 mm monophasic and biphasic columns and the contemporary SS data for each type was pooled. Fill 1 was purchased prior to the implementation of Council’s physical-sizing specifications, as shown in Table 3, while Fill 2 was purchased after after implementation.
For both of the fills, the final SS level that was achieved was significantly different from the original level (p < 0.01), but nevertheless remained above the ecological trigger value of <50 NTU (equivalent here to an SS of 78.3) within a week of startup (Figure 7) [58]. Of particular concern was the persistence and variation in SS release for Fill 1 as compared to Fill 2, suggesting that even if low absolute SS levels were achieved at startup, the matrix might remain unstable. A basic soil examination of the fills suggested that instability might have resulted from low particulate traction based on the high smooth-to-sharp fines ratio in the mix, as a result of the inclusion of river-dredged sand.
While the table provides a good starting point for fill material selection based largely on physical considerations, there are also chemical properties to be taken into account, zeolite content enhancing cation retention, sodicity aggravating clogging, and compost introducing unknown chemical factors [62]. Given the difficulty of establishing a metric for chemical content, the authors suggest that it would be expedient to carry out empirical performance testing on all proprietary fills that are intended for large-scale projects, using the cost-effective methods that are described in this paper.

4. Conclusions

The laboratory simulation provided a low-cost, feasible approach for assessing the City of Sydney’s biofiltration designs and intended fill material in terms of a limited but locally-relevant set of monitoring parameters. This approach is currently being extended to an additional six local authorities in the Sydney Metropolitan region where further field biofilters are being constructed in terms of the Cook’s River Alliance initiative.
Removal of TN by the simulation units was found to be highly efficient, with the results of all test runs showing compliance with the City’s targets. The removal of TP by the units was less efficient with a few biphasic test runs failing to comply, although the median results for both monophasic and biphasic designs showed compliance. It is possible, however, that the target for onsite TP removal has been set too high, but this will only be confirmed following research of field units and the treatment train of which they are an integral part.
More than 75% of heavy metals were removed with the exception of copper, which may have been leached from organic matter in the fill material, as recorded elsewhere. Of particular relevance was the removal of more than 80% of zinc as an important metallic ecotoxicant in terms of the large quantity generated and its intrinsic ecotoxicity. Given its potential use as proxy for heavy metals, PAHs and oils/greases that are co-generated during road use, the authors have suggested that zinc be added to existing improvement targets, which in NSW typically identify nutrients but not toxicants.
Removal efficiencies for nutrients and metals by the simulations are likely to have been conservative in terms of that which might be obtained in the field, using fully functional planted units within a treatment train that includes mechanical street sweeping and passive stormwater retention structures.
The research supported concerns that excessive and variable SS release from biofilters occurs on startup, but suggested that this can be limited in duration through the rigorous application of basic physical specifications for fills, backed up with low-cost simulation testing, possibly as an in-house activity.
The use of street biofilters remains an important strategy in achieving stormwater quality improvement, with simplified laboratory simulations providing a means for anticipating the potential performance of field designs and quality of intended fill material.

Acknowledgments

The authors wish to acknowledge the funding of the project in terms of a Western Sydney University/City of Sydney research partnership grant.

Author Contributions

Both authors designed the study. James Macnamara designed, built and operated the simulation columns, compounded and sampled the synthetic stormwater, and analysed and presented the data; Chris Derry supervised the research, advised on interpretation of the data and wrote the paper.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Schematic of a basic lined, monophasic field design showing filter layer depths.
Figure 1. Schematic of a basic lined, monophasic field design showing filter layer depths.
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Figure 2. A City of Sydney raingarden.
Figure 2. A City of Sydney raingarden.
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Figure 3. Laboratory columns: (a) view of general layout; (b) sectional schematic showing arrangement and layering.
Figure 3. Laboratory columns: (a) view of general layout; (b) sectional schematic showing arrangement and layering.
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Figure 4. Median nutrient removal efficiency by design type: (a) total nitrogen (TN); (b) Total phosphorus (TP).
Figure 4. Median nutrient removal efficiency by design type: (a) total nitrogen (TN); (b) Total phosphorus (TP).
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Figure 5. Dissolved-phase heavy metal removal efficiency by design type: (a) zinc (Zn); (b) copper (Cu); (c) nickel (Ni); and, (d) cadmium (Cd). “o” indicates outlier.
Figure 5. Dissolved-phase heavy metal removal efficiency by design type: (a) zinc (Zn); (b) copper (Cu); (c) nickel (Ni); and, (d) cadmium (Cd). “o” indicates outlier.
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Figure 6. Suspended- or settled-phase heavy metal removal by design type: (a) lead; (b) chromium. “o” indicates outlier.
Figure 6. Suspended- or settled-phase heavy metal removal by design type: (a) lead; (b) chromium. “o” indicates outlier.
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Figure 7. Mean total suspended solids (SS) release from two fills during daily purging.
Figure 7. Mean total suspended solids (SS) release from two fills during daily purging.
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Table 1. Sydney’s stormwater improvement targets.
Table 1. Sydney’s stormwater improvement targets.
Water Quality ParameterDevelopment Control Plan (DCP) Removal TargetBotany Bay Water Quality Improvement Plan (BBWQIP) Removal Target
Total Nitrogen (TN)45%45%
Total Phosphorus (TP)65%60%
Total Suspended Solids (SS)85%80%
Gross Pollutants90% (>5 mm)90% (>5 mm)
Table 2. Pollutant concentrations and removal efficiency by monophasic and biphasic simulations.
Table 2. Pollutant concentrations and removal efficiency by monophasic and biphasic simulations.
Pollutant ParameterSource Compounds in Synthetic StormwaterPollutant Concentrationin Synthetic Stormwater (mg/L)Pollutant Concentration (Median) after Biofiltration (mg/L)Removal Efficiency (Median) for Biofiltration Simulation (%)
Mono-PhasicBi-PhasicMono-PhasicBi-Phasic
TNAmmonium, nickel and lead nitrates16.192.581.7884.189.0
TPTrisodium phosphate10.002.223.1577.868.5
ZnZinc chloride0.6900.0980.10385.885.1
CuCopper sulphate0.1400.0440.04268.670.0
NiNickel nitrate0.0700.0060.00891.488.6
CdCadmium chloride0.0130.00040.000396.997.7
PbLead nitrate0.3000.0240.02592.091.8
CrPotassium chromate0.0500.0060.00488.092.0
Table 3. City of Sydney specifications for biofilter material (fill).
Table 3. City of Sydney specifications for biofilter material (fill).
Biofilter Layer and LinerSpecification (Based on FAWB Guidelines [61])
MulchWashed aggregate, 10 mm to 20 mm grade
FiltrationSandy loam mix, with saturate hydraulic conductivity > 100 mm/h to 300 mm/h. Total clay and silt content < 3%. Organic content < 5%
TransitionalWashed, recycled glass-sand, or coarse washed river sand with little or no fines
DrainageNo-fines drainage gravel, 2 mm to 5 mm grade
Outer linerConcrete
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