Effect of Sewage Treatment Plant Effluent on Water Quality of Zhangze Reservoir Based on EFDC Model

1 Introduction

In recent decades, various types of pollution and ecological threats have been undermining lakes, which hold more than 90% of the available surface freshwater on earth (Gong et al., 2016a). Due to the complex sources of water pollutants, it is difficult to identify how the water quality responds to pollutants, predicting water quality change has thus become a challenge. The EFDC (Environmental Fluid Dynamics Code) model is one of the water environment ecological models recommended by the United States Environmental Protection Agency (USEPA). Compiled in FORTRAN language, its main sub-modules, including hydrodynamics, sediment transport, water quality and eutrophication, and sediments are well coupled into an overall model, which has been successfully applied to the study of rivers, lakes, reservoirs, estuaries, bays and coastal zones in various aspects, including floodplain numerical simulation, hydrodynamic simulation, thermo-salt simulation and sediment suspension simulation, among other research subjects (Huang et al., 2017; Jia et al., 2018; Luo and Li, 2018; Liang et al., 2020; Zhang et al., 2020; Claudia et al., 2021; Hwang et al., 2021; Pyo et al., 2021; Chen et al., 2021; Zheng et al., 2021; Jiang et al., 2022; Wang et al., 2022).

As an important municipal infrastructure, wastewater treatment plant plays a significant role in reducing water environmental pollution caused by direct discharge of wastewater. The environmental quality standard for surface water is not necessarily consistent with the discharge standard for wastewater treatment plant. Therefore, although the effluent of wastewater treatment plant meets the discharge standard, when it is discharged into the water body with higher water environmental quality requirements, it will still have varying degrees of influence on the water quality of receiving water body. EFDC model can be adopted to simulate the influence of wastewater treatment plant effluent on the water quality of receiving water body, which provides a basis for the selection of effluent discharge path of wastewater treatment plant and the design of water environmental quality compliance scheme. Fan Qiaoming et al. (Fan and Ding, 2016) established a hydrodynamic and pollutant transport and diffusion model based on EFDC, and quantitatively evaluated the impact of tailwater on the water environment in the port at different discharge outlet locations and under different discharge standards. Liu Cheng et al. (Cheng et al., 2003) used mathematical models to simulate the hydrodynamics of the Yangtze River, and analyzed the dilution and diffusion field of pollutants discharged from the tailwater of wastewater treatment plants. Qian Xiaojuan et al. (Qian et al., 2013) studied the influence of the tail water discharged from Guanyinshan Sewage Treatment Plant in Nantong City on the water quality of the unsteady strong tidal river section. Tian Tao et al. (Tian et al., 2014) used the EFDC model to examine both the normal abnormal discharge scenarios of a wastewater treatment plant in Xuanchenganalyze, analyzing the time that pollutant mass reaches downstream and the corresponding concentration effects. Vijay R et al. (Vijay et al., 2010) used DO, BOD and Escherichia coli as indicators to study the impact of tailwater from wastewater treatment plants on the natural water body. ZHANG et al. (Zhang et al., 2017) took the tailwater of Penglang waste water treatment plant in Kunshan City as an example and studied the comprehensive benefits of tail water recycling under six design schemes, and determined the optimal operation of tailwater recycling in the wastewater treatment plant based on the EFDC model. Zhangze Reservoir, the third largest surface water body in Shanxi Province, China, is located around the central urban area of Changzhi, and receives a large amount of effluent from wastewater treatment plant in the main urban area. To make the water quality of Zhangze Reservoir meet the standard, it is crucial to analyze the influence of effluent from wastewater treatment plant on reservoir water quality, and then scientifically design effluent discharge and water quality improvement scheme.

By using EFDC software, this study has achieved the following outcomes:

A hydrodynamic-water quality model of Zhangze Reservoir has been constructed for the first time, which lays a foundation for the water quality management of target water body;Combined with local environmental management, water quality standards and technical conditions, a variety of discharge scenarios of wastewater treatment plants have been set up, and the water quality simulation of Zhangze Reservoir has been carried out; In the process of model simulation, the influence of constructed wetlands on effluent discharge from wastewater treatment plants has been taken into consideration, and the effects of improving water quality of Zhangze Reservoir under different operating conditions have been analyzed.

2 Material and Approach

2.1 Study Area

Location map of the study area in Figure 1. With a total capacity of 427 million m³ and an average annual inflow of 225 million m³, it is a large-scale water conservancy project that serves multiple purposes including industrial and urban water supply, irrigation, flood control, aquaculture and tourism (Tian et al., 2014). The reservoir plays an important role in promoting regional social and economic development, protecting lives and properties of the people downstream, as well as improving the ecological environment and protecting biodiversity.

FIGURE 1

FIGURE 1. Location map of the study area.

In recent years, under the rapid social and economic development of the upper reaches of Zhangze Reservoir, people’s production activities and everyday living have had a serious impact on the water quality of the reservoir. According to the DB14/67-2014 standard for surface water quality in Shanxi Province, the water quality of Zhangze Reservoir shall be Class III as specified in China’s national standard Environmental quality standards for surface water (GB 3838-2002) (See Table 1 for selected indicators), but results of water quality monitoring in the reservoir area from 2013 to 2017 show that the maximum concentrations of TN, TP, COD, and BOD all exceed the limit of surface water Class V standard, while the average concentration of these substances exceed the limit of Class III standard; the maximum concentrations of NH3-N is also much higher than the limit of Class III for surface water, close to that of Class V (Vijay et al., 2010). In order to effectively improve the water quality of the area, Changzhi City implemented the upgrade and renovation project of the main urban area and Changbei Wastewater Treatment Plant, which improved the quality of the effluent from the wastewater treatment plant. After the upgrade and renovation, the design capacity of the wastewater treatment plant in the main urban area is 200,000 m³ per day, and the designed effluent quality shall meet the Class I A standard specified in China’s Discharge Standard of Pollutants for Municipal Wastewater Treatment Plant (GB18918-2002) (See Table 2 for Selected indicators). The three indicators of ammonia nitrogen, COD and total phosphorus shall meet the Class V standard for surface water. Besides the part of water being recycled, about 100,000 m³/day of effluent needs to be discharged, directly or indirectly into the Zhangze Reservoir, thus significantly affecting its water quality.

TABLE 1

TABLE 1. Partial pollutant indicators of Environmental Quality standards for surface water (lakes and reservoirs) in mg/L.

TABLE 2

TABLE 2. Partial pollutant indicators of Discharge standard of pollutants for municipal wastewater treatment plant (daily mean average) in mg/L.

2.2 Modeling Process and Scenario Design

Based on EFDC model, a three-dimensional hydrodynamic-water quality numerical model of Zhangze Reservoir has been established to simulate the changes of hydrodynamic and water quality of Zhangze Reservoir, and the scenario analysis of the influence of effluent discharge from wastewater treatment plant on water quality has been carried out. Combined with the field situation of the studied area and the water environment control plan, the feasible scenarios have been designed: 1) the analysis of the multiple-year water quality data of the inflowing rivers of Zhangze Reservoir (Table 3) shows that in recent years, the water quality indicators of the main inflowing rivers of Zhangze Reservoir are not up to standard, and the water quality of Zhangze Reservoir will be directly affected after the rivers flow into the reservoir. In order to accurately analyze the influence of the effluent from the wastewater treatment plant on the water quality of the reservoir, the simulation analysis has been carried out on the assumption that the water quality of the inflowing rivers meets the standard and the effluent from the wastewater treatment plant in the main urban area does not enter the reservoir; 2) on the basis of maintaining the current water quality of the inflowing rivers (the inflowing water quality exceeds the standard), three discharge scenarios of wastewater treatment plant have been set up respectively: ① the effluent from the wastewater treatment plant directly enters the reservoir; ② the effluent from the wastewater treatment plant enters the reservoir after being purified by the constructed wetland system; ③ the effluent from the wastewater treatment plant does not enter the reservoir and is discharged into the downstream river. The research method flow is shown in Figure 2.

TABLE 3

TABLE 3. Main parameters of the model.

FIGURE 2

FIGURE 2. Flow chart of research method.

2.3 EFDC-Based Hydrodynamic Model Construction for Zhangze Reservoir

2.3.1 Basic Equations

The hydrodynamic module of the EFDC model is an important basis for the other sub-modules. The hydrodynamic control equation formulated in curvilinear-orthogonal horizontal coordinates and a σ vertical coordinate can be expressed as (Zhang et al., 2017):

${\partial }_t\left(m_x{m}_{y}Hu\right)+A\left(u\right)-m_x{m}_y{f}_e\mathit{{\rm H}}\nu =$

$-m_{y}H{\partial }_x\left(p+gH+g{z}_b^{\ast }\right)+m_y\left({\partial }_x{z}_b^{\ast }+z{\partial }_{x}H\right){\partial }_{z}p+m_x{m}_y{\partial }_z\left(H^{-1}{A}_v{\partial }_{z}u\right)+Q_u(1)$

${\partial }_t\left(m_x{m}_{y}H\upsilon \right)+A\left(\nu \right)+m_x{m}_y{f}_e\mathit{{\rm H}}u=$

$-m_x\text{ H}{\partial }_y\left(p+gH+g{z}_b^{\ast }\right)+m_x\left({\partial }_y{z}_b^{\ast }+z{\partial }_{y}H\right){\partial }_{z}p+m_x{m}_y{\partial }_z\left(H^{-1}{A}_v{\partial }_{z}v\right)+Q_v(2)$

${\partial }_{z}p=-gHb=-gH(\rho -{\rho }_0){\rho }_0^{-1}(3)$

${\partial }_t\left(m_x{m}_{y}H\right)+{\partial }_x\left(m_{y}Hu\right)+{\partial }_y\left(m_{x}Hv\right)+{\partial }_z\left(m_x{m}_y\omega \right)=Q_{\text{H}}(4)$

$A\left(\psi \right)={\partial }_x\left(m_{y}Hu\psi \right)+{\partial }_y\left(m_{x}Hv\psi \right)+{\partial }_z\left(m_x{H}_y\omega \psi \right)(5)$

$m_x{m}_y{f}_e=m_x{m}_{y}f-u{\partial }_y{m}_x+\nu {\partial }_x{m}_y(6)$

where: $u$, $\nu$ is the horizontal velocity at curvilinear-orthogonal coordinate point ($x$, $y$); $\omega$ is the vertical velocity of the vertical coordinate $z$; $\rho$ is the additional hydrostatic pressure at reference density ${\rho }_0$; $z_s^{\ast }$ is the free surface elevation; $s_{\ast b}$ is the bed or terrain elevation; H (= $z_s^{\ast }$ - $z_b^{\ast }$ ) is the total water column depth; $A_v$ is the turbulent viscosity coefficient; the effective Coriolis force $f_e$ is calculated with formula (6), including the actual Coriolis force $f$ and the curvature acceleration of the grid; $Q_u$ and $Q_v$ represents additional source-sink terms, including vegetation resistance, Reynolds stress of high-frequency surface gravity wave, etc.; $Q_{\text{H}}$ in Eq. 4 represents rainfall, evaporation, groundwater exchange, abstraction, and point and non-point source emissions; $m_x$ and $m_y$ are the coordinate transformation scale factors; and $z$ is the vertical coordinate, which varies within the range of the bed value (=0) to the water surface value (=1).

2.3.2 Two-Dimensional Hydrodynamic Model Data Input

The input data for the two-dimensional hydrodynamic model include grid data of the Zhangze Reservoir area (closed water and land boundaries in the reservoir area), water depth and water level elevation data of the reservoir area, open boundary flow and water level time series data, model simulation parameters, initial water level simulation and setting of flow, simulation time and time step, etc.

Model grid settings: The model divides the studied area with triangular grids, which have adjustable grid size and density and can better fit the water and land boundaries of the studied area. The water and land boundary line data and water depth data of the studied area are obtained from the CAD drawing, and then the water and land boundary line data are imported into the grid generator to generate the study area grid and set the model open boundary. Next, the water depth data is imported into the grid and interpolated to generate the topographic map of the studied area, as shown in Figure 3.

FIGURE 3

FIGURE 3. Generalized grid of Zhangze Reservoir.

EFDC has good versatility, strong numerical calculation ability, and in particular high simulation accuracy of hydrodynamic module (Li, 2014). The parameters of the hydrodynamic module mainly include bed surface roughness, time step, horizontal kinetic energy or material diffusion coefficient, horizontal diffusion coefficient, background value of kinematic viscosity coefficient, background value of molecular diffusion coefficient, etc (Wang, 2019). The parameters in the model are confirmed after several calibrations, and the parameter values are shown in Table 3.

Terrain: as the model basis, the terrain grid is the most important part and the primary factor of the model. Reservoir topographic map, water depth map and reservoir bottom elevation contour map are shown in Figure 4, Figure 5 and Figure 6, respectively.

FIGURE 4

FIGURE 4. Reservoir topographic map.

FIGURE 5

FIGURE 5. Reservoir water depth map.

FIGURE 6

FIGURE 6. Reservoir bottom elevation contour map.

Boundary conditions: The model, starting in a static state, is warmed up for 1 month to minimize the initial condition error. Model boundary conditions include hydrodynamic and meteorological boundaries. A total of five inflow points and one outlet are set on the boundary of the simulation reservoir area. The dynamic boundary conditions mainly include the atmosphere condition, surface wind force and inbound and outbound flow.

2.3.3 Analysis and Calibration of Hydrodynamic Model Calculation Results

The EFDC hydrodynamic model simulates the Zhangze Reservoir area by using the observed data in 2017 and produces the simulated result of the water level in the reservoir area, which is then compared and calibrated with the measured water level in the reservoir area. The comparison between the measured water level and the simulated water level is shown in Figure 7. The correlation R2 between the simulated value and the actual value measured from Zhangze Reservoir reaches 0.98, the root mean square deviation is 0.105, and the absolute deviation is within the range of 0.1 m, as shown in Figure 8. On the whole, the simulation had been successful, and the simulation deviation is controlled within the tolerance of model calculation requirement, which provides reliable preconditions for water quality simulation.

FIGURE 7

FIGURE 7. Comparison of the measured water level and the simulation.

FIGURE 8

FIGURE 8. Correlation between the measured water level and the simulation.

2.4 Water Quality Modeling

Urban lakes are typically characterized by fragile ecological capacities and complex management of their hydrospheric ecosystems (Gong et al., 2016b; Bunn, 2016). After entering the water, pollutants migrate and transform under the action of various forces. The EFDC model is used to simulate the influence of various forces on the pollutants for obtaining the changing patterns of water quality, and it will be then transformed into a mathematical model for water quality prediction and analysis. Zhangze Reservoir is an important gathering spot of multi-source pollution, showing the characteristics of stagnant water body replenished by unconventional water sources. To study the water quality and water ecology of Zhangze Reservoir, the coupled hydrodynamic model is used to simulate the water quality of Zhangze Reservoir with the water quality module loaded on the basis of hydrodynamic model. According to the data represented in the bulletin on Changzhi City’s water resources, the annual average rainfall was 686.7 mm in 2016 and 617.9 mm in 2017, which were 19.8% and 7.8% higher than the multi-year average respectively, indicating that both were wet years. In this study, January to December 2016 is selected as the calibration period, and January to December of 2017, as a hydrological year with similar climatic type, is selected as the verification period, calibrated values for the key water quality parameters are shown in Table 4.

TABLE 4

TABLE 4. Calibrated values for the key water quality parameters.

According to the measured water quality data from January 2017 to December 2017, NH₃-N, TN, TP and COD have been used as verification indicators for comparative analysis with the actual water quality monitoring data. The mean relative error between measured and simulated NH₃-N concentrations is 15.20%, and the minimum and maximum relative errors are 4.65% and 31.58%, respectively. The mean relative error between measured and simulated TN concentrations is 14.45%, and the minimum and maximum relative errors are 3.41% and 34.88%, respectively. The mean relative error between measured and simulated TP concentrations is 14.28%, and the minimum and maximum relative errors are 2.94% and 36.84%, respectively. The mean relative error between measured and simulated COD concentrations is 7.34%, and the minimum and maximum relative errors are 1.53% and 21.07%, respectively. According to the verification results of the above simulated values of NH₃-N, TN and TP, the maximum relative error appears in May and October, followed by April and November, which may be due to the instability of water volume caused by the arrival of flood season in May and the maximum value of algae growth in reservoirs reached in October and November. Considering that the relative error of most simulated values is within 25% though the monitoring frequency is low, the predicted values of NH₃-N, TN, TP and COD concentrations in Zhangze Reservoir are relatively consistent with the measured values in terms of the curve trend, and the general trend of annual changes is close, the simulated situation is acceptable. See Table 1 for the statistical data of observed and simulated values of Zhangze Reservoir. See Figure 9 to Figure 12 for the comparison between observed and simulated water quality values of Zhangze Reservoir during the verification period.

FIGURE 9

FIGURE 9. Simulation diagram of ammonia nitrogen.

FIGURE 10

FIGURE 10. Simulation diagram of TN.

FIGURE 11

FIGURE 11. Simulation diagram of TP.

FIGURE 12

FIGURE 12. Simulation diagram of COD.

3 Conclusion and Discussion

3.1 The Effect of Wastewater Treatment Plant Effluent on Water Quality of Zhangze Reservoir When the Water Quality of the Inflowing River Reaches the Standard

In recent years, the concentrations of COD, TP, and TN at the monitoring points outside the Zhangze Reservoir have exceeded the standard from time to time. See Table 5 for the water quality data of the main entry monitoring points of Zhangze Reservoir in 2017. By following the future water environment control plan of Changzhi City, the water quality of each incoming river is expected to reach the standard. Assuming that the water quality of other incoming rivers meets the standard, the effluent from wastewater treatment plant in the main urban area does not enter the reservoir, the change scenarios of the concentrations of COD, TP, TN and ammonia nitrogen in the reservoir are simulated, as shown in Figures 13–16. According to the simulation, the average concentrations of COD, TP, TN and ammonia nitrogen are 15.50, 0.08, 1.93, and 0.18 mg/L, respectively. Within 3 years, the concentrations of COD and ammonia nitrogen in the reservoir will reach the Class III standard, the TP concentration will be reduced close to the Class III standard, and the TN concentration will be difficult to meet the Class III standard.

TABLE 5

TABLE 5. Water quality at monitoring points of main inflow rivers of Zhangze Reservoir in mg/L.

FIGURE 13

FIGURE 13. COD simulation diagram under the scenario of reaching the standard.

FIGURE 14

FIGURE 14. Simulation diagram of ammonia nitrogen concentration under the scenario of reaching the standard.

FIGURE 15

FIGURE 15. Simulation diagram of total nitrogen concentration under the scenario of reaching the standard.

FIGURE 16

FIGURE 16. Simulation diagram of total phosphorus concentration under the scenario of reaching the standard.

In addition to the effluent from wastewater treatment plants and inflowing rivers, rural domestic pollution sources, agricultural non-point sources, urban runoff, pollutant from residents’ living and internal sources within the watershed will also affect the water quality of the reservoir. Studies have shown that the non-point source pollution load can even reach 60%–80% of the total pollution load, which has become the main pollution source of some important water bodies (Zheng et al., 2009; Lu et al., 2021; Hou et al., 2022; Tong et al., 2022). Table 6 shows the inflow and contribution ratios of pollutants such as rural domestic pollution sources, agricultural non-point sources, urban runoff, and pollutant from residents’ living and internal sources in the Zhangze Reservoir. In addition, when the external pollutants are cut off, the nitrogen, phosphorus and other pollutants that have been retained in the water still need a long time to degrade and transform. Therefore, in order to ensure a satisfactory water quality of the Zhangze Reservoir, while ensuring that the water quality of the inflowing river and the effluent of the wastewater treatment plant meet the standard, the prevention and control of non-point source pollution and the self-purification cycle of the water body within the basin should be strengthened at the same time.

TABLE 6

TABLE 6. Contribution ratio of other pollutants into the reservoir.

3.2 The Impact of Wastewater Treatment Plant Effluent on the Water Quality of Zhangze Reservoir Under the Condition of Constant Water Quality in Other Incoming River

The proposed constructed wetland of North Village, at the upper reaches of south source of Zhuozhang River, Changzhi City, is located in the upper reaches of Zhangze Reservoir (See Figure 1). Covering an area of 290,000 m², it adopts the horizontal subsurface flow wetland process, and the designed water treatment capacity of 120,000 m³/d forms a 290,000 m² horizontal subsurface flow wetland. The constructed wetland is built to improve the water quality in the upper reaches of North Village, south source of Zhuozhang River and the effluent quality of wastewater treatment plants in the main urban area, thus improving the regional ecological environment. See Table 7 for the main designed effluent quality indicators of wastewater treatment plants and constructed wetlands in the main urban area.

TABLE 7

TABLE 7. Designed effluent quality indicator in mg/L.

The effluent from wastewater treatment plants in the main urban area is an important source of Zhangze Reservoir. Under the condition that the water quality of other incoming rivers remains unchanged (some of the water quality indicators might exceed the standard limit), three simulation scenarios are set: the first is the change of water quality in reservoir caused by the effluent from wastewater treatment plants entering the reservoir without passing through the constructed wetland system; the second is the change of water quality in reservoir caused by the effluent from wastewater treatment plants entering the reservoir after passing through the constructed wetland system and being purified; the third is the change of water quality in reservoir caused by not receiving the effluent from wastewater treatment plants, which is discharged into the downstream river and does not enter the reservoir. See Figures 17, 18 for TN and TP simulation scenarios. The simulation results show that after the effluent from wastewater treatment plants directly enters the reservoir, the concentration of water quality indicators in the reservoir is the highest, and the average concentrations of TN and TP are 4.12 and 0.21 mg/L respectively. When the effluent from wastewater treatment plants enters the reservoir after passing through the constructed wetland, the average concentrations of TN and TP are 3.02 and 0.19 mg/L respectively. When the effluent from wastewater treatment plants does not enter the reservoir, the average concentrations of TN and TP are 2.72 and 0.09 mg/L respectively. Under all three scenarios, the average concentrations of TN and TP exceeded the Class III water quality standard limit, in which the average concentration of TN exceeded the Class V water quality standard limit, and the average concentration of TP was generally between the limits of Class IV and V water quality standards. Therefore, the effluent of the wastewater treatment plant in the main urban area discharging into the Zhangze Reservoir will directly cause the deterioration of its water quality, which struggles to meet the standard, under all three scenarios. Studies have shown that the setting of effluent quality indicators during the construction of artificial wetlands directly determines the effect of water purification (A et al., 2021; Chen et al., 2020). In order to thoroughly purify the effluent of wastewater treatment plants and improve the water quality after wetland purification, the design effluent standards of constructed wetlands should be improved, and the combination of constructed wetlands should be considered to improve water purification effect.

FIGURE 17

FIGURE 17. TN simulation diagram under three scenarios.

FIGURE 18

FIGURE 18. TP simulation diagram under three scenarios.

4 Conclusion

Based on the modeling platform of EFDC model, this paper constructs the hydrological and water quality model of Zhangze Reservoir, and studies the simulation of water quality changes of Zhangze Reservoir under different entering scenarios of effluent from wastewater treatment plants. Through model simulation, the following conclusions are drawn:

1) The simulated value of the hydrological station is basically consistent with the measured value, with the absolute deviation less than 0.1 m. It basically reflects the hydrological condition of Zhangze Reservoir. For its good adaptability to the diffusion of pollutants in Zhangze Reservoir, the simulated value is able to truly reflect the diffusion of pollutants and water quality simulation analysis. The water quality changes of Zhangze Reservoir in various scenarios were simulated around the transportation of effluent from wastewater treatment plants and the control of incoming water bodies, so as to provid technical reference for management decision-making and engineering construction.

2) The transportation of effluent from wastewater treatment plants in the main urban area has a great impact on the water quality of Zhangze Reservoir. The water quality of reservoir can be obviously improved by using constructed wetland to purify effluent from wastewater treatment plants, but the concentrations of TN and TP are still unable to meet the Class III water quality standard. For the effluent of the wastewater treatment plant in the main urban area, the highest Chinese standard, i.e., Class I A standard, of pollutant discharge in urban wastewater treatment plants has been implemented, so it will be costly to continue to upgrade and transform the standard for it. In view of the fact that its effluent concentration is much higher than the water quality requirements of the Zhangze Reservoir, the effluent, as a precious water resource, should be given priority as ecological water supply for urban rivers, so as to reduce overexploitation of local water resources and avoid discharging into water with relatively high water quality which may cause secondary pollution to important water bodies.

3) On the premise that all incoming rivers reach the standard and the effluent from wastewater treatment plants in the main urban area does not enter the reservoir, the concentrations of COD, ammonia nitrogen and TP in Zhangze Reservoir will gradually reach the Class III water quality standard, while the TN concentration will hardly reach the Class III water quality standard in recent 3 years. Therefore, the key tasks for the improvement of water environment of Zhangze Reservoir in the future lies in the following aspects: comprehensively strengthening the pollution control of rural domestic sources, urban runoff, agricultural non-point sources and internal sources of the reservoir within the Zhangze Reservoir basin, improving the water quality of the inflowing rivers, reducing the pollution load of nitrogen and phosphorus, and consolidating the self-purification capacity of the reservoir water body.

Data Availability Statement

The original contributions presented in the study are included in the article/Supplementary Material, further inquiries can be directed to the corresponding author.

Author Contributions

Conceptualization, JQ; methodology, JW; software, JQ; validation, JQ and JW; formal analysis, MZ; investigation, LY; resources, MZ; data curation, JQ; writing—original draft preparation, LY; writing—review and editing, JW; supervision, LY; project administration, LY; funding acquisition, LY. All authors have read and agreed to the published version of the manuscript.

Funding

This research was funded by Ningxia Key R&D Program (2021BEG02011), the Fundamental Research Funds for the Central Universities (Grant No. ZY20215135) and the Scientific Research Projects of China Urban Construction Design and Research Institute Co. Ltd. (Y16S22016).

Conflict of Interest

Authors LY and MZ are employed by China Urban Construction Design and Research Institute Co., Ltd.; Author JQ is employed by Shanghai Municipal Engineering Design Institute (Group) Co., Ltd.

The remaining author declares that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.

Publisher’s Note

All claims expressed in this article are solely those of the authors and do not necessarily represent those of their affiliated organizations, or those of the publisher, the editors and the reviewers. Any product that may be evaluated in this article, or claim that may be made by its manufacturer, is not guaranteed or endorsed by the publisher.

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