Evaluating low impact development practices potentials for increasing ﬂ ood resilience and stormwater reuse through lab-controlled bioretention systems

Low impact development practices (LID) as alternative measures of urban drainage can be used within the approach of resources recycling and co-management. This study evaluates the potential contribution of a bioretention system to ﬂ ood control, non-potable water demands (NPD) and resourcesco-management. Bioretention setupswere tested experimentallyunder variable conditionsto identifyoperational key-factorsto multiplepurposes.Additionally,theef ﬁ cienciesobtainedforlaboratoryscalewereextrapolatedforhouseholdandwatershedscale,quantifying the indicators of water demand reduction (WDR), energy demand reduction (EDR) and carbon emission reduction (CER) for hybrid systems with LID. The laboratory results indicated that the use of a bioretention with a submerged zone can improve the quality of the water recovered for reuse, while maintaining the ef ﬁ ciency of runoff retention and peak ﬂ ow attenuation. Comparing the bioretention ef ﬂ uent quality with the Brazilian standards for stormwater reuse, the parameters color, turbidity, E. coli and metals were above the limits, indicating the necessity of a better treatment for solids particles and disinfection. Expanding the analysis to watershed scale, the bioretention helped to reduce NPD demands up to 45%, leading to a reduction in energy demand and carbon emission from the centralized water supply system. Stormwater through


INTRODUCTION
The United Nations Conference on Sustainable Development (also known as Rio þ20) discussed the challenges to achieve sustainable development worldwide. The need for a new agenda (2030 agenda) was established, in which the 17 Sustainable Development Goals (SDG) were presented to be delivered until 2030, with a growing concern regarding climate change and its consequences (UN 2020). Studies suggest that global climate change is increasing local hydrological extremes (IPCC 2007;Hansen et al. 2010), creating additional challenges for water management. Carter et al. (2015) and Miller & Hutchins (2017) found an intensification of dry summers and rainy winters for regions of the United Kingdom. Similar results were found by Liuzzo et al. (2015) and Arnone et al. (2013) for Italy, where, despite the annual reduction trend in precipitation, torrential rainfall events increase and become more frequent. For the Brazilian megacities São Paulo and Rio de Janeiro, Lyra et al. (2018) obtained total rainfall reductions of 40 and 50%, respectively, during the rainy season. The reduction in the rainfall volume has great impact on the water, energy and food security of the population. The region of São Paulo experienced a near collapse of water supply and energy systems between 2014 and 2016, due to a period of extreme drought (Escobar 2015;Tafarello et al. 2016), which begins to repeat in the year of 2021. At the same time, there is also a trend of increasing heavy rainfall events in these regions (Chou et al. 2014). These studies demonstrate that problems related to flooding and water insecurity will be intensified and suffered even in the same locality.
In the 2030 agenda and their SDGs, urgent actions to fight climate change and adapt society to its impacts were pointed out, such as strengthening resilience and the capacity to adapt to climate-related risks in different locations; institutional and human capacity in mitigation, adaptation and reduction of impacts; and targets for reducing carbon emissions by the signatory countries (UN 2020;UNSTATS 2020). In addition, the high rate of urbanization leads to an increase in pavement areas and high population density, dropping local resilience to rainfall extremes in the cities (Carter et al. 2015). In 2014, the world's 40 largest cities (C40 group) 1 launched a diagnostic and evaluation report of its proposed actions. In this report C40 & ARUP (2014), 90% of the cities of the group indicated that climate change presents significant risks to their localities, the majority is associated with floods and water stress. Furthermore, urban drainage was pointed as a key to flood risk management, in which alternative urban drainage systems occupied the third place in the actions most performed by the group. Therefore, the importance of urban drainage as adaptation measures to make cities more resilient is noted.
Alternative urban drainage, known as low impact development (LID) practices, 2 initially aimed to reintegrate runoff excess into the hydrological cycle, by increasing the infiltration, decreasing runoff velocity, and reducing pollutant loads made on a 1:2 scale with the field system. The daily precipitation that occurs at 90% frequency (P90) for the city is 32.5 mm. More details of the climate are provided in Supplementary Material (SM1).
The laboratory prototype was built in the form of a bioretention box (Davis et al. 2006;Macedo et al. 2018) and it is located in an open and ventilated but covered shed. The use of the bioretention box and its installation site aimed to reduce incomparable conditions in the climate (mainly temperature and humidity) and minimize the effects of different boundary conditions (unrealistic conditions were noted as one of the problems in LID studies and advances, according to Sambito et al. (2021)). The bioretention box allows keeping physical similarities as close as possible to the real system in the field to ensure that the hydraulic and treatment processes that occur are replicated in the laboratory. In this regard, the scale of 1:2 was used to guarantee geometric similarity, and same construction materials, filtering and drainage media were used, so the roughness, porosity and infiltration capacity were as close as possible to the real scale, allowing a good representation of the hydraulic and treatment processes occurring in the field. The design of the synthetic and laboratory-controlled events was made based on the conditions of rainfall intensity and volume (varying the return period -RP), height of the saturated zone and underdrain head loss ( Figure 2 and Table 1).
The events were designed assuring equivalence to real events in terms of rainfall in the catchment area, duration of the event, operational factors of flow rate (FR) and application rate (AR), as proposed by Macedo et al. (2018) for comparison Figure 2 | Bioretention box scheme: the filtering medium is composed of 20% of natural soil and 80% of coarse sand, and drainage medium is formed by medium of medium-sized gravel.
Water Science & Technology Vol 84 No 5, 1106 of laboratory and real events (Supplementary Material -SM2). The FR represents the average velocity of the inflow and is calculated by the ratio between the average bioretention inflow of the monitored event (Q runoff ) and bioretention surface area (A b ) (Equation (1)). The AR, conversely, represents the amortization capacity of the bioretention internal storage for a given event and is calculated by the ratio of the total runoff volume (V runoff ) and the total internal storage volume of the bioretention device (V bio,storage ) (Equation (2)). A list of the variables used in the equations and their description is presented in Table 2: In total, 26 synthetic events were monitored between January 2019 and February 2020 (Table 3). The events were performed sequentially and the antecedent dry period was varied according to periods normally found in the city of São Carlos, so that it represented the different conditions of soil saturation and biological activation usually found in the field, minimizing the effects of not comparable conditions of laboratory scale and field application (noted by Sambito et al. (2021) in LID studies). To assess the water quality and pollutant treatment capacity of the system, 10 events were evaluated for the parameters: chemical oxygen demand (COD), nitrogen series (nitrite -NO 2 , nitrate -NO 3 , and ammonia NH 3 ), phosphate -PO 4 , apparent color, pH, turbidity, total coliforms -TC, E. coli, metals (cadmium -Cd, chromium -Cr, copper -Cu, iron -Fe, manganese -Mn, nickel -Ni, lead -Pb and zinc -Zn), and sedimentable solids -SS. Details about the water quality dosing and sampling are provided in the Supplementary Material (SM3).
The efficiencies regarding runoff volume (Eff rr ), peak flow attenuation (Eff peak ) and time to peak attenuation (Efft ime ) were calculated according to Equations (3)-(5). For a bioretention aiming to contribute to the SDG 6 from water recycling, the outflow is conducted to a reservoir for future non-potable reuse, and Equation (6) was used to evaluate water recovery efficiency (Eff wr ). In addition, the system's treatment capacity and pollutant removal efficiencies were evaluated for pollutant load (Eff pr,load -Equation (7)) and Event Mean Concentration (EMC) (Eff pr,EMC -Equation (8)). A list of the variables used in the equations and their description is presented in Table 2: Eff time ¼ t peak,in À t peak,over t peak,in

Statistical design
The statistical evaluation was made in two stages: (1) Exploratory Data Analysis (EDA) and (2)  For the EDA, the data were grouped in three different ways: (1) regarding water balance variables and their efficiencies; (2) regarding pollutant removal; and (3) regarding the bioretention configuration for saturation and head loss. For the EDA, descriptive statistical measures of the results and hypothesis tests for comparison of runoff retention, water reuse, and pollutant removal efficiency medians for independent groups, using the non-parametric Kruskal-Wallis test and Dunn's test were performed. All statistical tests were evaluated for significance level α ¼ 0.10 (Helsel et al. 2020).
The clustering aimed to identify patterns and operational key-factors in the groups according to the efficiencies of runoff retention, water reuse and pollutant removal. The Hierarchical Agglomerative Clustering (HAC) method was used. After the construction of the dendrogram, the groups were separated according to the Elbow method.

Contribution of hybrid systems of water supply and urban drainage to SDGs in watershed scale
The use of bioretention devices with stormwater harvesting can integrate the approach of hybrid water supply and drainage systems (Sapkota et al. 2015). The hybrid systems allow a reduction in energy demands, increasing the integrated resilience of water and energy systems. Consequently, from the approach of the water-energy-greenhouse gas nexus (Nair et al. 2014), the reductions in energy demand in hybrid systems also contribute to the reduction of GHG emissions . From this holistic perspective, the hybrid systems integrated with LID evaluated in this study can also contribute to SDG 6, SDG 11 and SDG 13, since they reduce water stress and diversification of water sources, reduce the energy demands and carbon emissions by adopting decentralized systems, and increase the catchment resilience to floods and droughts, reducing the directly affected persons due to disasters.
In this study, we evaluate the contribution of the bioretention systems to the water-energy-greenhouse gas nexus using the metrics presented in Equations (9)-(12), at the Mineirinho watershed ( Figure 3).
Equation (9) presents the reduction in tap water demands from central supply systems due to the recovery of water for nonpotable use in bioretention systems, at individual level (per household). This indicator is called water stress reduction index (WSR) and is calculated in absolute terms, proportional to the total water demand from central systems (final values ranging from 0 to 1). Conversely, Equation (10) presents a generalization of the indicator presented in Equation (9) for the entire catchment, and it is called water demand reduction in hybrid systems (WDR), however, the reduction in tap water demand from the central system is calculated in proportion to the sum of bioretention area in the catchment (∑A b ) and the total impervious area of the catchment (IA c ). Indicators were also built for Energy Demand Reduction (EDR -Equation (11)) and Carbon Emission Reduction (CER -Equation (12)) in the catchment, in which the difference between energy demands and carbon emission of a central system (ED cs and CE cs ) and a hybrid system (ED hs and CE hs ) for water supply and stormwater management are calculated, and proportional to ∑A b and IA c . A list of the variables used and their description is presented in Table 2: The reduction in the water demand in households was quantified according to the sequential steps to quantify average household demand, average water volume stored in individual bioretention systems and average monthly rainfall, presented in the Supplementary Material (SM4). After the evaluation for one household, an optimistic scenario of the use of bioretention structures coupled to reservoirs for water reuse in all residences in the Mineirinho watershed was raised. The total number of residences in the watershed was estimated using image classification in QGIS 3.12 software ( Figure 3) (Supplementary Material -SM5). Finally, the water demand for non-potable use and the water recovery from the bioretention for the watershed were obtained from the extrapolation of data from one household to the total number of residences allocated in the watershed. Then, it was possible to obtain a total reduction in water demands from the central supply system in the entire watershed area.
To quantify the energy demands and carbon emissions for the central and hybrid systems, we obtained: (1) the average energy demand of the water supply networks for the city of São Carlos for the year of 2018 (SNIS 2018): 1.2 kWh/m 3 , and (2) the average monthly CO 2 emission value per unit of energy produced by the National Interconnected System (MCTIC 2020).
It is important to remark that this methodology aims at an approximate estimation of the reduction in water demand and stress, in energy demand and in carbon emission, and to provide an initial assessment of the contributions and benefits of using hybrid systems to catchment scale. Most accurate estimations should account with multi-story buildings from residential registration at city hall, modeling of individual bioretention systems to each household, and continuous modeling with typical rainfall year. Due to lack of good quality data to provide this more detailed and comprehensive analysis, in this study we chose to provide an initial assessment with approximate indicators values representing the contribution to the waterenergy-greenhouse gases nexus and SDG 6, 11 and 13.  Table 3 presents the 26 monitored events and their descriptions in terms of the operational factors, previous drought conditions and water balance. The monitored events cover a wide range of previous drought condition variability, ranging from events with less than one dry day, to up to 4 months of drought (condition that occurs in the city of São Carlos, during dry winters). In addition, four events with a shorter duration (10 min) were monitored as a chain of events, classified as a1, a2, a3 and a4. Figure 4 presents the average hydrographs and their confidence intervals for each configuration evaluated, according to the event intensity. For events with greater recurrence (RP ¼ 5 years and d ¼ 30 min, condition 1), no overflow was observed for any of the configurations. The increased head loss in the underdrain (condition II) and the presence of a saturated zone (conditions b and c) did not affect the runoff retention efficiency, while they presented greater outflow amortization. If there is no water recovery for reuse, a more amortized outflow contributes to the reduction of flood events.
However, for more extreme events (RP ¼ 50 years and d ¼ 30 min, condition 2), the presence of a saturated zone and greater head loss led to a greater overflow and a slight reduction in outflow. For condition II, this behavior can be explained by the restriction of the maximum flow in the underdrain due to the insertion of the head loss, limiting the infiltration into the filtering media and increasing ponding depth. In the case of conditions b and c, the presence of the saturated zone reduces the initial useful storage volume in the filtering media. Conditions b and c, however, were not much affected by the insertion of additional head loss in the underdrain. Figure 5(a) shows boxplots for the water balance variables and different configurations. When comparing the head loss conditions, configuration II resulted in greater overflow, less outflow and less storage. For different saturation, there was an increase in storage when comparing configurations a and b, while it was kept constant when comparing configurations a and c. The storage in the water balance in Figure 5(a) considered the water stored in the filtering media and in the ponding zone, therefore, as almost all flow was retained for Type 1 events, there was no big difference in total storage. Type b events had higher storage values because they also had a higher median inflow value. Figure 5(b) presents the boxplots for runoff retention, peak attenuation and water reuse efficiencies, as a more uniform scale measure for the different configurations. The Kruskal-Wallis test for runoff retention efficiency (statistics ¼ 2.313 and p-value ¼ 0.804), water reuse efficiency (statistics ¼ 3.715 and p-value ¼ 0.591) and peak flow attenuation (statistics ¼ 2.215 and p-value ¼ 0.819) failed to reject the null hypothesis, concluding that there is no difference in their medians for the different configurations.
This result seems contradictory when comparing with the discussions for the hydrographs in Figure 4. However, as shown in Table 3, Type 2 events (RP ¼ 50 years) were carried out in lower numbers when compared to Type 1 events, especially for configurations a and c, and were considered outliers in the boxplot ( Figure 5(b)). Since the median is a central value measurement that is more resistant to outliers (Helsel et al. 2020), Type 1 events had greater influence on the distribution and central value and, therefore, the Kruskal-Wallis test failed to reject the null hypothesis. Therefore, we recommend future evaluations incorporating more extreme events, which allow performance of a test of central values in more representative distributions, to assess whether in fact the adoption of a saturated zone leads to large losses in peak flow attenuation efficiency.
It is also important to carry out further studies evaluating a greater amount of chain of events and for longer durations, since in this study only two series of chain events were monitored (a1 and a2, a3 and a4) with reduced duration (d ¼ 10 min). Macedo et al. (2019a) have noted significant reduction in the runoff retention and peak flow attenuation efficiencies of an experimental bioretention system in field due to chain events. Soil saturation and/or water storage in the ponding zone from previous events not yet completely emptied can lead to significant drops in the efficiency of runoff retention and peak flow attenuation, compromising the runoff and flood control function of the system. Similar conclusions were obtained in the study of Freni & Liuzzo (2019) on rainwater harvesting systems aimed at runoff control through continuous modeling, noting that the efficiency of the system from a single event and the average efficiency in the long period may differ significantly.

Water quality results
The improvement of water quality by the adoption of bioretention practices was also assessed. For this purpose, 10 events were evaluated, for configurations a and c, as they presented the greater difference regarding water balance variables. A previous evaluation for all configurations did not show any difference in the water quality from different head losses. Therefore, the experiments continued to be conducted only with condition I, as it was more efficient when assessing the water balance.
The average concentration pollutographs with their confidence intervals obtained for configurations a and c can be seen in Figure 6. For Cr, Cu, Pb, Mn, Ni, Cd the samples had concentrations lower than the detection limits; thus, pollutographs were not constructed for these pollutants. In general, for configuration a (Figure 6 -Type ¼ a) almost all pollutants had peak values for outflow concentration higher than the inflow. Exceptions can be noted for COD, PO 4 , NO 2 , Zn and TC for their average values, however, the upper confidence interval sometimes exceeded or equaled the inflow concentrations. NO 3 , NH 4 , Fe and E. coli presented the greatest export, in addition to the turbidity and color that are not measured in concentration.
For the nitrogen series, several studies have obtained the export of total nitrogen or its fractions in bioretention systems without a saturated zone (Davis et al. 2006;Payne et al. 2014a;Mangangka et al. 2015;Chahal et al. 2016). The export of this nutrient in vegetated systems occurs mainly due to two processes, which prevails depending on the filtering media characteristics and the system configuration: (1) the first hypothesis is due to the initial composition of the filtering media and presence of plants. There may be initial amounts of high nutrients or release of nitrogen due to the death of the plants, which leach from the soil along with the water movement (Payne et al. 2014b). Because nitrogen is more mobile than phosphorus (mainly the NO 3 fractions when compared to PO 4 ), due to its higher solubility, low adsorption and low sedimentation, the leaching process is more marked for this nutrient (Roy-Poirier et al. 2010;Laurenson et al. 2013); (2) The second hypothesis is due to the natural processes of the nitrogen cycle that occur intra-events. During periods of drought and in the presence of aerobic environments, there is the transformation of NH 4 into NO 2 and later NO 3 , which accumulates in the water and are later released. The presence of a saturated zone can assist in the denitrification process, converting the residual NO 3 into nitrogen gas, removing it permanently from the system (Payne et al. 2014a(Payne et al. , 2014b. The export of iron can be explained by the composition of the filtering media. The natural soil of São Carlos region is predominantly of the Type Red-Yellow Oxisoil (Macedo et al. 2019a), presenting large amounts of ferrous oxide goethite (FeO) and hematite (Fe 2 O 3 ), and clay texture. Evaluating the results of color and turbidity together, we can notice an increase in these two parameters in the outflow when compared to the inflow, indicating a greater amount of dissolved and suspended solids in the output of the systems. However, in the SS evaluation, for all events and configurations, the value of this parameter in the outflow was null, showing that the solid particles in the outflow are colloidal, a characteristic of soils with a clay texture. We can conclude that the export of iron in these systems is due to the transport of soil particles along with the outflow. Similar results were observed by Macedo et al. (2019a), in the evaluation of bioretention applied in the field. They noticed export of Fe in the overflow mainly in the occurrence of erosion of the top vegetated layer also composed of Red-Yellow Oxisoil.
Regarding E. coli the increased presence of this microorganism in the outflow may be related to (a) desorption after long drought events (Shen et al. 2018); and (b) external contamination during the sampling process, or proliferation between collection and analysis. Learning from this study to avoid contamination and proliferation of E. coli, we suggest that further experiments should be conducted in complete closed environments (avoiding the presence of animals), cleaning gloves and analysis material with alcohol 96 o GL, cleaning collection materials between samples and between events with chlorine or alcohol 96 o GL (when possible), and making different people responsible for sampling inlet and outlet, and event registration.
For configuration c ( Figure 6 -Type ¼ c) a general improvement for all pollutants is noticeable. For COD, and PO 4 , the average values and upper limits for outflow concentration no longer exceed the inflow concentrations, and for Fe the average outflow value also decreases when compared to the inflow, havingly less export than configuration a. The color and turbidity values are also lower when compared to configuration a, although they are still higher than the outflow. This improvement can be explained by the presence of the saturated zone providing a longer retention time for a portion of water retained between events, favoring the occurrence of physical-chemical-biological processes.
This water retention process between events is also explained by Shen et al. (2018), presenting this differentiation based on the terms 'old water'the portion retained from the previous event due to the presence of the saturated zone, and 'new water' the portion of the outflow that corresponds only to the current monitored event. In 'old water' the processes of sedimentation, adsorption and biological degradation are more significant, due to longer settling time, longer contact time between particle-filtering media and particle-biofilm, and higher plant uptake and evapotranspiration fluxes of the water/pollutant mixture. This process can be visually noticed when comparing samples with and without saturated zone, for apparent color (Figure 7). It is possible to observe the further displacement of solid peaks for configuration c, which corresponds to the water volume retained in the saturated zone at the beginning of the event. The inclusion of the saturated zone is indicated mainly to assist in the removal of NO 3 , due to the creation of an anaerobic zone allowing the occurrence of the denitrification process. For this study, we observed that the presence of the saturated zone helped to reduce NH 4 , the longer detention time favored the nitrification reactions and/or plant uptake. However, it was not possible to observe an improvement in the treatment of NO 3 for configuration c, and even an increase in its export was observed. Two hypotheses can explain this behavior: (1) the export of NO 3 occurs mainly due to the presence of a large amount of nitrogen fractions in the filtering media and the leaching rates exceeds the denitrification rates; (2) denitrification occurs at low rates due to a lack of sufficient dissolved carbon to serve as an energy source for denitrifying bacteria. From Figure 6, low amounts of DOC in the outflow for both configurations can be seen, and even smaller for configuration c. An internal carbon source was not used in this study, which is usually indicated to assist in denitrification (Kim et al. 2003;Payne et al. 2014b), to assess the possible contribution of denitrification in removing organic matter in the runoff and acting as a pathway to carbon sequestration.
We also observed an average increase in the concentrations of TC and E. coli, for configuration c. Stott et al. (2017) noted less microbial retention in systems with saturated zones. Conversely, Søberg et al. (2019) found a reduction in the concentration of bacteria in the saturated zone; however, the increase in temperatures also increased the outflow concentrations. For this study, there was no conclusion due to the possibility of sample contamination.
In addition to assessments of concentration-based pollutant removal, assessments for load are also recommended, since the effect of reducing volumes also contributes to reducing the pollution, which is not verified by concentration-based analysis (WWEGC 2007;Jones et al. 2008;Lago et al. 2017). Therefore, Figure 8 also presents the load pollutographs. Comparing the inflow load values with the outflow, almost all pollutants present a significant reduction in the pollutant peaks, except for NO 3 , NH 4 and Fe for configuration a, and only for NO 3 in configuration c.
To assist in the interpretation of the results regarding the differences brought by the adoption of the two different configurations in the pollutant removal efficiencies, in Figure 9 are presented boxplots of the efficiencies for EMC and load. For some of these parameters, their typical values are low, e.g. NO 2 and metals (with the exception of Fe), therefore, there may be uncertainties and biases related to the measurement methods.
The efficiencies for configuration c are in general greater than that for configuration a, except for NO 3 , E. coli and TC, as already observed by the pollutographs. The Kruskal-Wallis test resulted in no difference for EMC and load for almost all parameters. Exception was noted to NO 3 and NH 4 (statistics ¼ 2.92 and p-value ¼ 0.087) for nutrients, and Fe (statistics ¼ 3.86 and p-value ¼ 0.05) for metals, obtaining better efficiencies in configuration a for NO 3 and in configuration c for NH 4 and Fe.
However, the lower efficiency for NO 3 in configuration a does not necessarily indicate less removal capacity caused by the presence of the saturated zone, but rather a greater conversion of NH 4 to NO 3 (since the efficiency of NH 4 removal was increased). Therefore, the two configurations are equally inefficient in removing this pollutant.

Identification of clusters and their characteristics
A clustering analysis of the events was performed regarding the runoff retention and water reuse efficiencies (Eff rr and Eff wr ), EMC-based and load-based pollutant removal efficiency (Eff pr,EMC and Eff pr,load ). The clustering analysis aimed to identify operational key-factors or hydro-meteorological patterns that determine similar water balance and water quality behaviors.
Regarding the clusters on water balance, three main groups were identified ( Figure 10) 2, 5, 6, 14, 18, 21, 22, a1, a2, a3, a4]; Group 1 ¼ [Event 3,4,7,13,15,16,17,19,20] and; Group 2 ¼ [Event 8,9,10,11,12]. Three different hydro-meteorological patterns were identified when the characteristics of the events were evaluated (Table 3). Group 0 is formed by recurrent events (5 years RP), with little dry period between them, ranging from 0 to 13 days, and APIs ranging from 6.5 to 54.9 mm, but with a greater predominance of values above 29 mm. This pattern resulted in events with intermediate outflow and Eff wr values. Group 2 also has a well-defined pattern, characterized by extreme events (50 years RP), with a short dry period between them (,8 days) and high APIs, ranging from 23 to 101.8 mm. This pattern resulted in overflow and high outflow values. Finally, Group 1 has more distinct characteristics between the events. In general, the observed pattern is of events with 5 years RP, i.e. more recurrent, with large periods of previous drought, ranging from 12 to 59 days and with low API values, ranging from 3.1 to 5.0 mm. Some exceptions are observed: events 3 and 4 have high API (46.5 and 56.8 mm, respectively) and zero previous drought days. These two events are Type b, so the presence of a saturated zone and the weather conditions of the day must have led to smaller outflows and higher Eff rr and Eff wr . In addition, event 7 is also an exception, as it is an event with 50 years RP, however, this event occurred after a long drought period (112 days) with low Water Science & Technology Vol 84 No 5, 1117 API (3.1 mm), leading to practically no formation of overflow and great water retention in the pores, resulting in low outflow (behavior that can be noticed in Figure 4 for Type a.I event).
As for Eff pr,EMC , two main groups were identified ( Figure 10): Group 0 ¼ [Event 13,14,15,17,18,19] and Group 1 ¼ [Event 16]. For event 16, there is a high nitrogen export, a behavior that differs significantly from other events. The other variables describing the events (Table 3) do not present clear distinct patterns to characterize different clusters. Therefore, the high nitrogen export on event 16 is due to operation factors (FR and AR), instead of its hydro-meteorological characteristics.
Finally, regarding Eff pr,load, two groups were identified ( Figure 10): Group 0 ¼ [Event 13,14,15,17,19] and Group 1 ¼ [Event 16, 18]. The two groups have similar characteristics of drought periods and API, ranging from 12 to 59 dry days and API of 6.1 to 7.4 mm for Group 0, and 11 to 40 dry days and API of 5.0 to 10.8 mm for Group 1. Additionally,  both groups have rainfall equivalent to 5 years RP. The main differentiation between the two groups occurs in terms of AR, so that Group 1 has applied volumes of 161 and 170% of the total volume available in the technique, while group 0 has AR ranging from 236 to 255%. Smaller AR leads to smaller outflows, and consequently lower pollutant loads due to volume retention (WWEGC 2007;Jones et al. 2008). In addition, both events are Type c, which has been shown previously to have slightly lower loads over time, and higher efficiencies than Type a (Figures 6, 8 and 9).
The Kruskall-Wallis test did not show differences in the Eff rr values regarding the different bioretention configurations (with and without the saturated zone). Accordingly, it was not possible to notice the influence of the configurations in the cluster formation, for water balance. The hydro-meteorological characteristics of the events could explain different behavior patterns, which were also observed and analyzed in Macedo et al. (2019b), demonstrating the correlation between dry days and API with Eff rr . It is important to point out that the small number of extreme events monitored in this study may have resulted in loss of information on the influence of the different configurations on Eff rr and, consequently, on water balance clustering.
Regarding Eff pr,EMC and Eff pr,load , the Kruskall-Wallis test showed a difference between the configurations for NO 3 , NH 4 and Fe pollutants. In the cluster analysis, the efficiencies for all pollutants are assessed in an integrated manner. Therefore, the configuration of each event was not decisive in the formation of the groups. The event characteristic with the greatest influence for the cluster formations for water quality was the AR, which represents a measure of the event magnitude regarding the bioretention useful volume.

Contribution to SDGs from the water-energy-greenhouse gas nexus
In this section, we intended to carry out an initial quantification of how bioretention structures aiming at both runoff control (quantity and quality) and water reuse can contribute to the SDGs and provide improvement in watershed management. Therefore, the reductions in water demand at residential and watershed scale, and reductions in energy demands and carbon emissions at watershed scale were raised.
Two types of possible reuse for households were raised, relying on water demands for washing machines, external usage and sanitary dischargenon-potable demand (NPD) Type 1, and only external use and sanitary discharge -NPD Type 2. For the NPD-Type 1, a demand of 6.3 m 3 /month was obtained, and for NPD-Type 2, a demand of 2.8 m 3 /month was obtained.
The monthly demand was contrasted with the volume of recovery water by the bioretention, identifying the months in which NPD-Type 1 and Type 2 are completely supplied and how this translates into the water stress reduction (WSR) indicator proposed in this study (Table 4). For the city of São Carlos, there is a strong variation between total rainfall volume in the wetter and drier months, as well as dry days, reaching average values of up to 28 days without rain in the driest month. This pattern in rainfall and dry periods also leads to a great difference in the recovered water volume. For January, up to 23.4 m 3 of water can be recovered, significantly exceeding non-potable demands, for both Type 1 and Type 2. However, the reuse reservoir has a capacity of 1 m 3 , preventing the storage of the entire recovered volume for future dry months. The excess of recovered water per event returns to the watershed through infiltration to groundwater or as runoff to the drainage system or directly to the stream.
For May to September there was a deficit in the total recovered water volume for NPD-Type 1, and in July and August for NPD-Type 2, i.e., the amount of water recovered is not sufficient to meet these demands. An alternative would be to install additional reservoir modules. With the adoption of one more module it would be possible to supply the NPD-Type2 for the entire year. For NPD-Type1, 15 more modules would be needed, which is impractical due to space and cost. However, there is already a 45% saving for 7 months of the year with reuses for Type 1, which contribute to the general security of the water supply system.
Monetary savings per household due to stormwater harvesting were also raised. For the city of São Carlos, the taxes currently practiced by the water supply company are 6.3 R$/m 3 (equivalent to U$ 1.2 for the year 2020), for demand ranges from 11 to 15 m 3 (ARES-PCJ 2019). Therefore, the water reuse from bioretention systems can lead to savings of up to R$ 385/ household/year (U$ 71.75) ( Table 5). More precise information on adaptation costs is still a gap to be met, to promote the application of the alternative adaptive systems (UNEP 2021).
Regarding the quality of recovered water (outflow), an assessment was made based on the resolution CONAMA 357/430 (BRAZIL -MMA 2011), which provides quality standards for water bodies and effluent discharge. Comparing the EMC values over the events with the reference values for water quality of the water bodies, the water recovered from the bioretention was classified as Class 3, for fresh water. Class 3 waters can be destined for human demand supply, after conventional or advanced treatment, irrigation of trees, cereal and forage crops, recreation of secondary contact and animals' consumption. Therefore, it is necessary to improve the water quality before it can be used for NPD-Type1. As for the overflow or excess of recovered volume returning to the stream, the water quality agrees with the effluent discharge standards established by the resolution.
For the evaluation on watershed scale, its land use characteristics were raised (Figure 3) to evaluate the reductions in water demands, energy demand and carbon emission, in unitary measurements. Table 5 shows the results obtained for the respective indicators, considering NPD-Type 1 and Type 2. For the indicators presented in this study (WDR, EDR and CER) values as closer to 1 state for better system performance. The use of hybrid systems has a greater impact on the demand for water and energy by the central systems and are able to reduce up to 0.47 10 À6 m 3 of tap water/m 2 A bio /m 2 IA c and 0.52 10 À6 kWh/ m 2 A bio /m 2 IA c in individual systems, during the rainy months when the full capacity of rainwater storage systems is used. NDP-Type2: Non-potable demands for irrigation and other outdoor uses and flushing toilets ¼ 2.8 m 3 (per house).
Dry days: days with 0 mm of precipitation.