A sewage treatment device and method with fibonaccicolumn water inlet

Abstract

The present disclosure relates to the technical field of sewage treatment, and provides a sewage treatment device and method with Fibonacci sequence water inlet, which comprises a sewage treatment tank and a monitoring device; the sewage treatment tank comprises multiple sewage treatment channels, each sewage treatment channel comprises a raw water inlet channel, a biological tank and a water outlet channel; the biological tank comprises multiple reaction zones connected in sequence along the sewage flow direction of the Fibonacci curve. Through the parallel water inlet of multiple channels, the sewage treatment effect and the stability of the system are improved, and the energy consumption is reduced, so that the defects of low treatment efficiency, poor applicability and high cost of the plug flow activated sludge method can be solved, and the sewage treatment effect and stability can be improved.

Description

Technical Field

[0001] This disclosure relates to the field of wastewater treatment technology, and more specifically, to a wastewater treatment apparatus and method with Fibonacci sequence influent. Background Technology

[0002] The statements in this section are merely background information relating to this disclosure and do not necessarily constitute prior art.

[0003] Currently, the activated sludge process is one of the most widely used biological wastewater treatment technologies. It is favored by users due to its significant treatment effect, low operating cost, and ease of operation. Based on flow regime classification, existing activated sludge processes can be divided into plug flow, completely mixed, and intermittent systems.

[0004] The inventors discovered in their research that existing aerobic treatment methods employ a plug-flow activated sludge process, where the tank is linear with water entering at one end and exiting at the other. During the treatment process, the upstream pollutant load is high, resulting in a large sludge concentration, while the downstream pollutant load is low, leading to less oxygen consumption. This often results in insufficient aeration at the upstream end and wasted aeration at the downstream end, causing energy loss and waste. Summary of the Invention

[0005] To address the aforementioned problems, this disclosure proposes a wastewater treatment device and method with a Fibonacci sequence inlet. It provides a Fibonacci sequence inlet design with multi-channel parallel inlet, improving wastewater treatment efficiency and system stability while reducing energy consumption. This addresses the shortcomings of the plug-flow activated sludge process, such as low treatment efficiency, poor applicability, and high cost, thereby enhancing wastewater treatment effectiveness and stability.

[0006] To achieve the above objectives, the present disclosure adopts the following technical solution:

[0007] One or more embodiments provide a wastewater treatment device with Fibonacci sequence inlet, characterized in that it includes a wastewater treatment tank and a monitoring device;

[0008] The wastewater treatment pond includes multiple wastewater treatment channels, each of which includes a raw water inlet channel, a biological tank, and an outlet channel; the biological tank includes multiple reaction zones that are sequentially connected along the wastewater flow direction of the Fibonacci curve.

[0009] One or more embodiments provide a wastewater treatment method based on the above-described Fibonacci sequence influent, comprising the following steps:

[0010] Obtain the fluid parameters of the water flow to be treated, as well as the pipe parameters of the biological tank;

[0011] Based on the water flow trajectory in the biological tank and the acquired data, the energy, critical velocity, and head loss at various points required for wastewater recycling are determined to generate vortices in the V-stage reaction zone, ensuring thorough mixing of activated sludge and wastewater.

[0012] Based on the determined required energy, critical velocity, and head loss at various points, the pressure applied at the inlet is obtained, and the operation of the turbine at the inlet of the biological tank is controlled based on the calculated pressure.

[0013] Compared with the prior art, the beneficial effects of this disclosure are as follows:

[0014] In this disclosure, the original biological tank is divided into multiple parts, the original single flow direction of sewage is changed, and the influent method is designed according to the Fibonacci curve. The constructed multi-channel influent design can enhance the random effect and microbial community stability of the system, increase the diversity and sensitivity of organisms in the system, thereby improving the water quality purification of the system, reducing the operating cost of sewage treatment plants, and improving the operating efficiency of sewage treatment plants.

[0015] The advantages of this disclosure, as well as its additional advantages, will be described in detail in the following specific embodiments. Attached Figure Description

[0016] The accompanying drawings, which form part of this disclosure, are used to provide a further understanding of this disclosure. The illustrative embodiments of this disclosure and their descriptions are used to explain this disclosure and do not constitute a limitation thereof.

[0017] Figure 1(a) is a schematic diagram of the partitioned structure of the biological tank of the wastewater treatment device according to Embodiment 1 of this disclosure;

[0018] In the diagram, 1. First-stage reaction zone; 2. Second-stage reaction zone; 3. Second-stage reaction zone; 4. Third-stage reaction zone; 5. Fourth-stage reaction zone; 6. Fifth-stage reaction zone;

[0019] Figure 1(b) is an example Fibonacci plot of Embodiment 1 of this disclosure;

[0020] Figure 2 This is a top view of the structure of the biological tank of the wastewater treatment device in Embodiment 1 of this disclosure, showing how each section forms a Fibonacci curve treatment channel.

[0021] In the diagram, 7 is the raw water inlet; 8 is the first baffle; 9 is the second baffle; 10 is the third baffle; 11 is the fourth baffle; 12 is the pipe; 13 is the first turbine compressor; 14 is the second turbine compressor; 15 is the guide channel; 16 is the arc-shaped baffle; 17 is the water outlet pipe; 18 is the first liftable baffle; 19 is the second liftable baffle; and 20 is the third liftable baffle.

[0022] Figure 3(a) is a front view of the turbine compressor of Embodiment 1 of this disclosure;

[0023] Figure 3(b) is a left view of the turbo compressor of Embodiment 1 of this disclosure;

[0024] Figure 3(c) is a top view of the turbo compressor of Embodiment 1 of this disclosure;

[0025] In the diagram, 21 is the compressor; 22 is the turbine; 23 is the turbine inlet; 24 is the air inlet; and 25 is the shaft.

[0026] Figure 4 This is a schematic diagram of the flow channel and baffle in the stage V reaction zone of Embodiment 1 of this disclosure;

[0027] In the diagram, 26 is the inlet to the Class V reaction zone; 27 is the support frame.

[0028] Figure 5(a) is a top view of the structure in the first four stages of the reaction zone of Embodiment 1 of this disclosure, in which baffles are provided;

[0029] Figure 5(b) is a bottom view of the structure in the first four reaction zones of Embodiment 1 of this disclosure, in which baffles are installed;

[0030] Figure 6 This is a schematic diagram of the wastewater treatment experimental device according to Embodiment 1 of this disclosure;

[0031] In the diagram, 40. Pebbles; 41. Matrix (a 1:1 volume mixture of expanded clay and gravel); 42. Anode; 43. Matrix; 44. Activated carbon; 45. Cathode; 46. Activated carbon granule layer; 47. Myriophyllum sp.; 48. Water inlet of the experimental setup; 49. Water outlet of the experimental setup; 50. Rubber tube; 51. Water pump; 52. Water inlet bucket; 53. Wire; 54. Resistor;

[0032] Figure 7(a) shows the anode structure of the biological pool structure of the wastewater treatment device of this embodiment in the experiment of Embodiment 1 of this disclosure;

[0033] In the diagram, 55. Anode inlet A; 56. First inlet; 57. Third inlet; 58. Fifth inlet; 59. Seventh inlet; 60. Ninth inlet; 61. Anode inlet B; 62. Second inlet; 63. Fourth inlet; 64. Sixth inlet; 65. Eighth inlet; 66. Tenth inlet; 67. Anode outlet A;

[0034] Figure 7(b) shows the anode structure of the experimental group in the experiment of Embodiment 1 of this disclosure, which uses the biological pool structure of a traditional sewage treatment device.

[0035] In the diagram, 68 is the anode inlet C; 69 is the anode outlet C.

[0036] Figure 8(a) shows the COD removal rate of the water in the experimental group and the control group in the experiment of Example 1 of this disclosure;

[0037] Figure 8(b) shows the TN removal rate of the water in the experimental group and the control group in the experiment of Example 1 of this disclosure;

[0038] Figure 8(c) shows the TP removal rate of the water in the experimental group and the control group in the experiment of Example 1 of this disclosure;

[0039] Figure 8(d) Water quality NH4 in the experimental group and control group in Example 1 of this disclosure. + -N removal rate graph;

[0040] Figure 9(a) is a comparison of the Chao1 index of the anodic microorganisms in the experimental group and the control group of Example 1 of this disclosure;

[0041] Figure 9(b) is a comparison diagram of the composition of the experimental group and the control group at the phylum level of the anodic microbial community in Example 1 of this disclosure; Detailed Implementation

[0042] The present disclosure will be further described below with reference to the accompanying drawings and embodiments.

[0043] It should be noted that the following detailed descriptions are exemplary and intended to provide further illustration of this disclosure. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this disclosure pertains.

[0044] It should be noted that the terminology used herein is for descriptive purposes only and is not intended to limit the exemplary embodiments according to this disclosure. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof. It should be noted that, without conflict, the various embodiments and features within those embodiments can be combined with each other. The embodiments will now be described in detail with reference to the accompanying drawings.

[0045] Aerobic treatment refers to the biochemical process of degrading and transforming organic matter into humic substances under suitable conditions such as carbon-nitrogen ratio, moisture content, and oxygen, with the participation of microorganisms. Aerobic treatment technology is considered an effective method for treating organic solid waste because it can achieve the goals of reducing, rendering harmless, and recycling solid waste.

[0046] In this application embodiment, a wastewater treatment scheme is proposed. The technical terms and related concepts involved in the wastewater treatment scheme are briefly introduced below:

[0047] (1) The Fibonacci sequence, also known as the golden ratio sequence, was introduced by mathematician Leonardo Fibonacci using rabbit breeding as an example, hence it is also called the "rabbit sequence". Its values ​​are: 1, 1, 2, 3, 5, 8, 13, 21, 34... In mathematics, the value F(n) of this sequence is defined by the following recursive method: F(0) = 1, F(1) = 1, F(n) = F(n-1) + F(n-2), where n is a natural number greater than 2;

[0048] (2) The Fibonacci curve, also known as the "golden spiral," is a spiral curve drawn based on the Fibonacci sequence. It is obtained by drawing a quarter-circle inscribed in a series of squares with side lengths equal to the Fibonacci sequence. A specific example of the curve is shown in Figure 1(b). In Figure 1(b), the squares along the curve increase in size sequentially, with side lengths of 1, 1, 2, 3, 5, 8, 13, and 21.

[0049] The embodiments are described in detail below.

[0050] Example 1

[0051] In one or more of the technical solutions disclosed in the embodiments, as shown in Figures 1 to 9, a wastewater treatment device with Fibonacci sequence water intake includes a wastewater treatment tank and a monitoring device.

[0052] The wastewater treatment pond includes multiple wastewater treatment channels, each of which includes a raw water inlet channel, a biological tank, and an outlet channel; the biological tank includes multiple reaction zones that are sequentially connected along the wastewater flow direction of the Fibonacci curve.

[0053] In this embodiment, the original biological tank is divided into multiple parts, changing the original single flow direction of sewage. The influent method is designed according to the Fibonacci curve. The constructed multi-channel influent design can enhance the random effect and microbial community stability of the system, increase the diversity and sensitivity of organisms in the system, thereby improving the water quality purification of the system, reducing the operating cost of sewage treatment plants, and improving the operating efficiency of sewage treatment plants.

[0054] In some embodiments, multiple reaction zones are sequentially connected along the sewage flow direction of the Fibonacci curve. Optionally, the size of the reaction zones distributed according to the sewage flow direction is set according to the numerical ratio in the Fibonacci sequence. The reaction zones are sequentially cascaded and each is provided with sequentially cascaded baffles. The baffles are set according to the curvature of the Fibonacci curve to form a water flow channel with a Fibonacci curve structure, so that the water flowing into each reaction zone forms a vortex.

[0055] Optionally, the specific structure of the baffle is as follows: starting from the second-level reaction zone 3, each reaction zone is equipped with a liftable baffle, and the liftable baffle of each reaction zone extends from the inlet to the outlet. A fixed baffle is set at the connection between two reaction zones, and the baffles of the reaction zones are cascaded to form a Fibonacci curve structure.

[0056] In one optional embodiment, multiple sewage treatment channels can be set. In this embodiment, two are described. As shown in Figure 1, the treatment tank of the entire sewage treatment system is divided into left and right parts. Correspondingly, two raw water inlet channels are set, including inlet branch I and inlet branch II. Inlet branch I flows into the left first stage I reaction zone 1, and inlet branch II flows into the right first stage I reaction zone 1.

[0057] In one specific embodiment, as shown in Figure 1, the biological tank includes a first-stage reaction zone 1, a second-stage reaction zone 2, a second-stage reaction zone 3, a third-stage reaction zone 4, a fourth-stage reaction zone 5, and a fifth-stage reaction zone 6, which are sequentially connected along the wastewater flow direction of the Fibonacci curve.

[0058] Optionally, the first-level reaction zone 1, the second-level reaction zone 2, the second-level reaction zone 3, the third-level reaction zone 4, and the fourth-level reaction zone 5 are set as square reaction zones according to the numerical values ​​of the Fibonacci sequence;

[0059] Specifically, adjustable and fixed baffles are installed in reaction zones II (3), III (4), and IV (5) to form a Fibonacci curve, as shown below. Figure 2 As shown by the dashed line in the image.

[0060] Optionally, a liftable baffle is used to separate the reaction zone and the settling zone of the corresponding reaction zone; a sludge conveying device is provided between the reaction zone and the settling zone to transport the sludge settling in the settling zone to the vortex center of the reaction zone to participate in the reaction.

[0061] One feasible technical solution is a sludge conveying device that includes sludge pipes and sludge pumps.

[0062] Specifically, the sludge pipe is installed at the bottom of the liftable baffle;

[0063] Furthermore, the sludge transport pipeline is equipped with a sludge valve at the sludge inlet and a sludge pump and a sludge concentration sensor at the sludge outlet.

[0064] In this embodiment, a liftable baffle is provided to divide the original reaction zone into a reaction zone and a settling zone, thereby realizing the sludge return.

[0065] Optionally, turbine compressors are installed in the first stage reaction zone 1 and the second stage reaction zone 2 as aeration tanks to achieve aeration in the stage reaction zone;

[0066] In this embodiment, a turbo compressor is installed in the first-stage reaction zone to provide turbo-pressurized aeration, which ensures thorough mixing of sludge and water and prevents sludge sedimentation.

[0067] The aforementioned stage II reaction zone 3, stage III reaction zone 4, and stage IV reaction zone 5 all adopt a square structure and are equipped with baffles to form a Fibonacci curve structure; the last stage reaction zone is set up separately to process the wastewater treated by the previous stages.

[0068] In some embodiments, the last stage reaction zone, which is stage V in this embodiment, is provided with a straight guide channel 15 and an arc-shaped baffle 16 connected in sequence. The guide channel 15 is used to transport the sewage treated in the previous stage reaction zone to the middle position of the last stage reaction zone, and the arc-shaped baffle 16 is used to make the inflowing sewage form a vortex to achieve full mixing of sludge and sewage.

[0069] The final reaction zone, namely the V-stage reaction zone in this embodiment, is connected to the water outlet channel. The raw water inlet channel is a pipe, and the outlets of the first I-stage reaction zone 1, the second I-stage reaction zone 2, the II-stage reaction zone 3, and the III-stage reaction zone 4 are equipped with fixed baffles according to the curvature of the Fibonacci curve.

[0070] Further technical solutions also include a monitoring device, including a sensor and a monitoring terminal; the sludge conveying device and the liftable baffle are respectively connected to the control terminal of the monitoring device.

[0071] Optionally, the sensing device includes sensors installed in each reaction zone and at the junction of each reaction zone. The sensing device may include a water temperature sensor, a water flow meter, a sludge concentration sensor, a dissolved oxygen concentration sensor, and a water quality monitoring sensor.

[0072] In one specific configuration, the raw water inlet channel can be equipped with a water flow meter and a water quality monitoring sensor; the outlet of each reaction zone can be equipped with one or more of a sludge concentration sensor, a dissolved oxygen concentration sensor, and a water quality monitoring sensor; a water temperature sensor can be installed in each reaction zone; and a water quality monitoring sensor and a sludge concentration sensor can be installed on the effluent channel.

[0073] Optionally, the water quality monitoring sensor may include a COD sensor, a BOD sensor, a TN content sensor, and a TP content sensor.

[0074] The monitoring terminal is used to receive data from the sensing devices and control the operation of the liftable baffles and sludge conveying devices in each reaction zone based on the received data.

[0075] The control terminal may include a PLC controller and a computer, with the PLC controller connected to the computer.

[0076] Specifically, the water volume meter, dissolved oxygen concentration sensor, sludge concentration sensor, water quality monitoring sensor, sludge valve, and liftable baffle are all connected to the PLC controller. The PLC controller acquires sensor data and controls the operation of the valve, liftable baffle, and other actuators.

[0077] The following uses Figure 1 to... Figure 6 Specific embodiments will be described below;

[0078] In this specific example, the fixed baffles installed at the connection ports of each reaction zone include: a first baffle 8, a second baffle 9, a third baffle 10, and a fourth baffle 11; the liftable baffles include a first liftable baffle 18, a second liftable baffle 19, and a third liftable baffle 20. The curvature of each baffle is set according to the curvature of the Fibonacci curve.

[0079] See appendix Figure 2 As shown in the top view, the first stage I reaction zone 1 and the second stage I reaction zone 2 adopt the same structure, including raw water inlet 7, activated sludge, first turbine compressor 13, second turbine compressor 14, first baffle 8, second baffle 9, water quality monitoring sensor, water temperature sensor and dissolved oxygen concentration sensor.

[0080] Specifically, wastewater enters the tank through a raw water inlet pipe connected to raw water inlet 7, where a water quality monitoring sensor is installed. A first baffle 8 connects the first stage reaction zone 1 and the second stage reaction zone 2, and a second baffle 9 connects the second stage reaction zone 2 and the second stage reaction zone 3. A water temperature sensor and a dissolved oxygen concentration sensor can be installed at the second baffle 9.

[0081] The secondary reaction zone 3 is equipped with activated sludge, a third baffle 10, a first liftable baffle 18, a water temperature sensor, and a dissolved oxygen concentration sensor; the third baffle 10 connects the secondary reaction zone 3 and the tertiary reaction zone 4, and the water temperature sensor and dissolved oxygen concentration sensor are installed at the third baffle 10.

[0082] The third-level reaction zone 4 is equipped with activated sludge, a fourth baffle 11, a second liftable baffle 19, a water temperature sensor, and a dissolved oxygen concentration sensor; the fourth baffle connects the third-level reaction zone 4 and the fourth-level reaction zone 5, and a dissolved oxygen concentration sensor and a water temperature sensor are installed at the fourth baffle 11.

[0083] The IV-level reaction zone 5 includes activated sludge, the IV-level reaction zone outlet 12, the third liftable baffle 20, a dissolved oxygen concentration sensor, and a water temperature sensor; the IV-level reaction zone outlet 12 connects the IV-level reaction zone 5 and the V-level reaction zone 6, and a dissolved oxygen concentration sensor and a water temperature sensor are installed nearby.

[0084] The V-stage reaction zone 6 includes activated sludge, a guide channel 15, an arc baffle 16, and an effluent pipe 17; a dissolved oxygen concentration sensor, a water quality monitoring sensor, a water temperature sensor, and a sludge concentration sensor are installed at the effluent pipe 17.

[0085] A feasible structure of a turbine compressor, as shown in Figure 3, includes a turbine 22 and a compressor 21 coaxially connected. The turbine 22 is provided with a turbine water inlet 23, and the compressor 21 is provided with an air inlet 24.

[0086] In use, the turbine 22 and the compressor 21 are coaxially connected via a rotating shaft 25. Wastewater enters the turbine 22 through the inlet 23, which drives the blades of the turbine 22 to rotate. This causes the rotating shaft 25 to rotate, which in turn drives the blades of the compressor 21 connected to the turbine 22 to rotate simultaneously. The compressor 21 forces air in through the air inlet 24, and after being compressed by the rotating blades, it enters the tank for aeration.

[0087] See Figure 4 The diagram shows a flow guide trough 15 and an arc-shaped baffle 16 installed at the upper end of the Class V reaction zone. Pipe 12 is sequentially connected to the Class V reaction zone inlet 26, the flow guide trough 15, and the arc-shaped baffle 16. Wastewater flows out along the flow guide trough 15 and forms a vortex under the action of the arc-shaped baffle 16, facilitating thorough mixing of wastewater and activated sludge. Support frames 27 are installed under the flow guide trough 15 and the baffle 16 for fixation.

[0088] Referring to Figure 5(a), a top view of the baffle setup in the first four reaction zones, the curvature of the fixed and adjustable baffles in each zone conforms to the Fibonacci curve. When the adjustable baffles in each reaction zone are not raised, the wastewater enters the first turbine compressor 13 in the first stage I reaction zone 1 from the raw water inlet 7, passes through the first baffle 8 and enters the second turbine compressor 14 in the second stage I reaction zone 2; after passing through the second baffle 9, it enters the stage II reaction zone 3. Due to the action of the baffles, the wastewater and activated sludge form a vortex in the stage II reaction zone, and at the same time, it enters the stage III reaction zone through the third baffle 10, forming a vortex again, and enters the stage IV reaction zone through the baffle 11, and finally enters the stage V reaction zone through the pipe 12.

[0089] Referring to Figure 5(b), which shows the bottom view of the baffles in the first four reaction zones, when the first liftable baffle 18, the second liftable baffle 19, and the third liftable baffle 20 are raised, the original reaction zone is divided into a settling zone and a reaction zone. The sewage flow pattern in the reaction zone is the same as when the baffles are not raised. Sludge settles down in the settling zone, and the sludge pipe connects the settling zone and the reaction zone from the bottom of the tank. The settled sludge is transported back to the vortex center of the reaction zone through the sludge pipe and sludge pump to continue participating in the reaction. A sludge concentration sensor is installed at the sludge discharge port of the sludge pipe.

[0090] In practical wastewater treatment plant applications, the total energy required by the turbine during the specific operation of the wastewater treatment device can be determined through the following theoretical calculations, thereby minimizing energy consumption. The specific calculation process is as follows:

[0091] Among them, the turbine refers to the turbine compressor installed in the first stage reaction zone 1 and the second stage reaction zone 2, which is used to provide inlet water pressure and provide kinetic energy for water circulation.

[0092] Specifically, the pressure applied at the inlet is calculated using the Euler method, the head loss calculation formula, Bernoulli's equation, and Stokes' law. Based on the water flow trajectory in the biological tank, the required energy, critical velocity, and head losses at various points are calculated.

[0093] The Euler method is suitable for finding every particle in a flow field, determining the motion of each particle in the flow field, and the motion of the fluid in the flow field region. The three fundamental equations of fluid flow described by the Euler method are:

[0094]

[0095] In the formula: ρ is the fluid density; T is the time; u, v, and w are the velocities in the x-axis, y-axis, and z-axis directions, respectively.

[0096] Equation (1) represents the conservation of mass in the fluid during the flow process;

[0097] The following equation (2) is derived from Newton's second law, which shows the relationship between the force and motion of a fluid:

[0098]

[0099] In the formula: μ is the viscosity of the fluid; F x The mass force is in the x-axis direction; For the Laplace operator.

[0100] The energy equation for a fluid is as follows, and equation (3) represents the conservation of energy during fluid motion:

[0101]

[0102] In the formula: i is the internal energy of the fluid; For velocity vector; T is temperature; S i λ is the heat source; P is the fluid pressure; k is a fluid flow property parameter in physics; grad is the direction of the fastest change of a function at a point in space, which is the non-rotation in fluid mechanics; λ is the viscosity coefficient of the fluid; div represents calculating the divergence of a vector.

[0103] Head loss refers to the loss of mechanical energy per unit mass of water when water flows through a pressurized pipeline or structure due to local and frictional resistance. The mechanical energy loss of water flowing through the outlet of each area is calculated using the head loss calculation formula.

[0104]

[0105] Where: h f d represents the head loss per unit length of the pipeline. j Calculate the inner diameter of the pipe; q g Design flow rate for water supply; C h This is the Hacheng-Williams coefficient.

[0106] Bernoulli's equation is a physical law describing the conservation of energy in fluids moving along streamlines. Using Bernoulli's equation, we can calculate the total pressure required for the water flow in the entire system to achieve a Fibonacci curve trajectory:

[0107] P + 1 / 2 ρv t 2 +ρgh = C (5)

[0108] In the formula: P is the static pressure of the fluid; ρ is the density of the fluid; v t ρ is the velocity of the fluid; g is the acceleration due to gravity; h is the height of the fluid.

[0109] Stokes' Law describes the relationship between the drag force experienced by spherical particles in a viscous fluid moving at low Reynolds numbers and the particle's radius, velocity, and viscosity. Using Stokes' Law, the critical vertical and horizontal velocities for thorough mixing of activated sludge and wastewater in the Stage V reaction zone can be calculated. By controlling the water velocity and generating vortices, the activated sludge and wastewater can be thoroughly mixed. The formula for Stokes' Law is as follows:

[0110] F d =6πηrv r (6)

[0111] In the formula: F d η is the resistance; η is the fluid viscosity; r is the particle radius; v r It is the critical velocity.

[0112] In the horizontal direction, activated sludge experiences an additional centrifugal force in a swirling liquid, which is expressed by Newton's second law:

[0113] F c =m·g s (7)

[0114] Where: g sIt is the centrifugal acceleration generated by the vortex on the motion of particles; F c It is centrifugal force.

[0115] m·g s =6πηrv r (8)

[0116] By solving this equation, the critical velocity for the activated sludge to be fully mixed in the vortex-shaped liquid in the horizontal direction can be obtained:

[0117]

[0118] In the formula: R is the radius of the device.

[0119] In the vertical direction, activated sludge experiences an upward viscous force, which can be expressed using Stokes' theorem:

[0120] F t =6πηrv l (10)

[0121] In the formula: F t Viscous force; v l It is the settling velocity.

[0122] Activated sludge is subject to buoyancy from the liquid:

[0123]

[0124] In the formula: B is buoyancy; σ is fluid density; g is gravitational acceleration.

[0125] By analyzing the forces acting on the activated sludge in the vertical direction, the following equation can be derived:

[0126] F t +B=G (12)

[0127] In the formula: G is the gravity of the activated sludge.

[0128] By solving this equation, we can obtain the settling velocity of the activated sludge in the vortex liquid in the vertical direction:

[0129]

[0130] In the formula: ρ is the density of sludge particles.

[0131] Due to the influence of some environmental factors, the flow rate of water into the stage V reaction zone should be appropriately lower than the critical velocity calculated by Stokes' law.

[0132] To further verify this, specific experiments were designed to illustrate the treatment effect of the wastewater treatment device structure in the example:

[0133] Figure 6 The diagram shows the experimental setup structure of a single wastewater treatment device, simulating an actual wastewater treatment device. The anode uses the biological tank structure of this embodiment, and a comparative experiment was conducted with the traditional structure.

[0134] Figure 6 The experimental apparatus shown is made of plexiglass, 18cm long and 10cm wide. From bottom to top, the apparatus consists of: 40 pebbles (5cm high), 41 a mixture of fly ash ceramsite and gravel in a 1:1 volume ratio (5cm high), 42 an anode, 43 a matrix of fly ash ceramsite and gravel in a 1:1 volume ratio (5cm high), 44 an activated carbon granule layer (2cm high), 45 a cathode (a rectangular titanium mesh layer 18cm long and 10cm wide, with welded conductive pillars), 46 an activated carbon granule layer (2cm high), and 47 a foxtail algae.

[0135] The anode 42 is specifically designed as a rectangular titanium box with a height of 4cm, a length of 18cm, and a width of 10cm. Activated sludge and activated carbon are mixed in a 1:1 volume ratio inside the box. A titanium conductive column is welded to the top surface, extending outside the device. The inlet 48 of the experimental device is located at the bottom layer. A rubber tube 50 connects the inlet 48, the water pump 51, and the water tank 52. The outlet 49 is at the top layer. A copper wire 53 connects the anode 42, the resistor 54 (1kΩ), and the cathode 45.

[0136] Among the above experimental materials, sand and ceramsite can be washed with tap water and then air-dried naturally; activated carbon is washed with distilled water until no black water flows out, then soaked in 1 mol / L NaOH and 1 mol / L HCl for 24 hours respectively, washed with distilled water, and air-dried naturally; cathode and anode are soaked in dilute HNO3 for 24 hours, washed, and air-dried naturally.

[0137] Figure 7(a) shows the anode structure diagram of the experimental group of the embodiment of this disclosure. Assume that the anode has the same structure as the biological tank described in the embodiment of this disclosure. Wastewater enters the first stage I reaction zone 1 of the anode simultaneously from the anode inlet A55 and the anode inlet B61; enters the second stage I reaction zone 2 from the first inlet 56 and the second inlet 62; enters the stage II reaction zone 3 from the third inlet 57 and the fourth inlet 63; enters the stage III reaction zone 4 from the fifth inlet 58 and the sixth inlet 64; enters the stage IV reaction zone 5 from the seventh inlet 59 and the eighth inlet 65; enters the stage V reaction zone from the ninth inlet 60 and the tenth inlet 66; and flows out of the anode 42 through the anode outlet A67.

[0138] Figure 7(b) shows the anode structure of the control group. The anode structure adopts a linear layout of a traditional oxidation pond. Wastewater enters from the anode inlet C68 and flows out of the anode through the anode outlet C69.

[0139] The specific experimental procedure is as follows:

[0140] During the operation of the device, simulated rural domestic sewage was used as the influent solution. The simulated sewage was set with a C / N ratio of 10, and C... 12 H 22 O 11 The system consisted of 356.25 mg / L of (NH4)2SO4, 75.43 mg / L of (NH4)2SO4, 101.00 mg / L of KNO3, and 43.87 mg / L of KH2PO4. The solution was pumped into the system, with the inlet pump speed of the small apparatus maintained at 0.1 r / min. All experiments were conducted at room temperature (20 ± 2℃). Water samples were taken from the outlet of each apparatus every 4 days, filtered through a 0.45 μm filter membrane, and stored at 4℃. The following parameters were measured within 24 hours:

[0141] COD: Chemical Oxygen Demand;

[0142] TN: Total Nitrogen;

[0143] TP: Total Phosphorus;

[0144] NH4 + -N: Ammonia nitrogen content.

[0145] At the end of the experiment, anode sludge samples were extracted from each device and compared with domesticated sludge samples (CK) to analyze the evolutionary characteristics of anode microorganisms.

[0146] Water quality indicator removal rate analysis: The system water quality removal rate is shown in Figure 8. In the figure, the horizontal axis represents the period, and the vertical axis represents the removal rate (COD: Chemical Oxygen Demand; TN: Total Nitrogen; TP: Total Phosphorus; NH4+). + -N: ammonia nitrogen); A represents the water removal rate of the experimental group, i.e., the anode structure shown in Figure 7(a); B represents the water removal rate of the control group; there was no significant difference in the average COD removal efficiency between A and B, with measured results of 85.02% ± 0.09% and 86.25% ± 0.01%, respectively. For TP, the average removal rates of A and B were 92.78% ± 0.01% and 77.94% ± 0.00%, respectively. The removal rate of A was significantly higher than that of B (p < 0.01) and remained stable. A and B also showed significant differences in NH4+ removal efficiency. + The removal rates of -N were 70.31% ± 0.24% and 67.66% ± 0.18%, respectively. For TN, the average removal rates of A and B were 72.81% ± 0.30% and 73.37% ± 0.21%, respectively. There was no significant difference in the TN removal rate between A and B.

[0147] Overall, A exhibited better water removal performance, particularly in phosphorus removal. Furthermore, B showed lower levels of TN and NH4+. + There was a significant positive correlation between TN and NH4+ removal rates (p<0.01), while TN and NH4+ in A...+ There was no significant correlation between -N removal rates. This indicates that strains with higher C / N ratios in A have sufficient carbon sources but insufficient nitrogen sources. The rapid start-up of SCND facilitates the rapid utilization of nitrogen sources by microorganisms for biochemical reactions, reflecting the functional sensitivity and efficiency of A in denitrification.

[0148] Microbiological analysis: As shown in Figure 9(a), CK represents the Chao1 index of the initial sludge; A represents the Chao1 index of the experimental group; and B represents the Chao1 index of the control group. The Chao1 index was used to evaluate the α-diversity of the anode and cathode microbial samples, and the α-diversity of A was higher than that of B.

[0149] The relationships between species are transferable and hierarchical. The structure of relationships formed by microorganisms in reaction zones I, II, III, and IV of A is transferred to reaction zone V, establishing a more stable community structure and providing conditions for the development of microbial diversity in A. In contrast, the diversity index of B, originating from a single source, did not increase significantly.

[0150] The Chao1 index is one of the measures of species number. The larger the Chao1 index, the more species a community has.

[0151] As shown in Figure 9(b), CK represents the initial phylum-level anode microbial community composition of the sludge; A represents the phylum-level anode microbial community composition of the experimental group; and B represents the phylum-level anode microbial community composition of the control group. Proteobacteria represents the phylum Proteobacteria; Chloroflexi represents Chloroflexi; Actinobacteriota represents Actinobacteria; Bacteroidota represents Bacteroidetes; Desulfobacterota represents Desulfobacterota; Acidobacteriota represents Acidobacteria; Firmicutes represents Firmicutes; Patescribacteria represents Patellar Bacteria; Synergistota represents Syntrophic Bacteria; Caldatribacteriota represents Aquagenic Bacteria; and Others represents other bacteria.

[0152] As shown in the figure, the anodic region is dominated by Chloroflexi, accounting for 35.78–52.03%, with Bacteroidetes (vadin HA17) and Anaerolefins accounting for 9.66%–16.31% and 7.77%–11.60%, respectively. The internal environment of A allows for the aggregation of more bacteria capable of producing electrons through metabolism. Anaerobic microorganisms play a role in the anaerobic ammonia oxidation process at the anodic region, which also contributes to the concentration of NH4 in A. + An important pathway for -N removal and electron generation.

[0153] This embodiment modifies an existing aerobic tank, which typically requires oxygen supply and agitation to maintain the oxidation process. Compared to traditional aerobic tanks that require extensive mechanical agitation or aeration, this system utilizes a turbine-based high-efficiency aeration at the front end of the aerobic tank to achieve a lower-energy-consumption oxidation process, avoiding the wasteful aeration at the rear end of traditional aerobic tanks. The rear end, through a baffle-based treatment curve structure, creates a vortex for thorough agitation, further reducing energy consumption. Analysis shows that this technology can reduce energy consumption by 41% compared to traditional aerobic tanks, with a daily processing capacity of 200m³. 3 Taking a wastewater treatment plant as an example, the energy consumption of a traditional aerobic tank is approximately 2.34 × 10⁻⁶. 7 J / h, while the energy consumption of this technology is approximately 1.368 × 10⁻⁶. 7 J / h; In addition, it alleviates the system's requirements for carbon sources by adjusting the pump speed to reduce the amount of external carbon sources needed, thereby reducing chemical consumption costs; Furthermore, after process optimization, the removal efficiency of TP is improved by about 20%, which can realize the operation optimization of wastewater treatment.

[0154] Example 2

[0155] Based on Embodiment 1, this embodiment provides a wastewater treatment method using a Fibonacci sequence influent, used to control the control device in the embodiment. This method can be implemented in a control terminal and includes the following steps:

[0156] Step 1: Obtain the fluid parameters of the water flow to be treated and the pipe parameters of the biological tank;

[0157] The water flow trajectory in the biological tank follows a Fibonacci curve. Pipeline parameters include the calculated inner diameter of the pipes, the design flow rate of the water supply, and the head loss per unit length of the pipes. Fluid parameters include: the static pressure P of the fluid; the density ρ of the fluid; and the velocity v of the fluid. t The height h of the fluid, etc.

[0158] Step 2: Based on the water flow trajectory in the biological tank and the acquired data, determine the energy, critical velocity, and head loss required for wastewater recycling treatment, so as to generate vortices in the V-stage reaction zone and fully mix the activated sludge and wastewater.

[0159] Step 3: Based on the determined required energy, critical velocity, and head loss at various points, obtain the pressure applied at the inlet, and control the operation of the turbine at the inlet of the biological tank based on the calculated pressure.

[0160] The pressure applied at the inlet is calculated using the Euler method, the head loss calculation formula, Bernoulli's equation, and Stokes' law. Based on the water flow trajectory in the biological tank, the required energy, critical velocity, and head loss at various points are calculated. The calculation formulas, including formulas (1) to (13), have been explained in detail in Example 1 and will not be repeated here.

[0161] Furthermore, the monitoring terminal receives data from the sensing devices to control the operation of the liftable baffles and sludge conveying devices in each reaction zone, including the following steps:

[0162] Step 4: Obtain sludge testing data from the settling zone of each reaction zone;

[0163] Specifically, sludge sensors installed at the bottom of each zone are used for detection, and the data is transmitted to the monitoring terminal. When the sludge concentration sensor in the settling zone detects that the sludge accumulation in the settling zone has reached a certain amount, the monitoring terminal will perform corresponding actions.

[0164] Step 5: When the sludge detection data in the settling zone exceeds the set threshold, control the corresponding liftable baffle to rise; and control the sludge conveying device to transport the sludge from the settling zone back to the reaction zone.

[0165] Specifically, the monitoring terminal controls the lifting baffle to rise and the sludge valve to open. The settled sludge is then transported to the reaction zone through the sludge pipes and sludge pumps at the bottom of the tank, enabling the reuse of the settled sludge.

[0166] The above description is merely a preferred embodiment of this disclosure and is not intended to limit this disclosure. Various modifications and variations can be made to this disclosure by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this disclosure should be included within the scope of protection of this disclosure.

[0167] While the specific embodiments of this disclosure have been described above in conjunction with the accompanying drawings, this is not intended to limit the scope of protection of this disclosure. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art without creative effort based on the technical solutions of this disclosure are still within the scope of protection of this disclosure.

Claims

1. A sewage treatment apparatus which has a Fibonacci column for water inlet, characterized by: The sewage treatment tank comprises a sewage treatment tank and a monitoring device. The sewage treatment tank comprises a plurality of sewage treatment channels, each sewage treatment channel comprising a raw water inlet channel, a biological tank and an outlet channel; the biological tank comprises a plurality of reaction zones connected in sequence along the sewage flow direction of the Fibonacci curve. The first I-level reaction zone, the second I-level reaction zone, the II-level reaction zone, the III-level reaction zone, the IV-level reaction zone and the V-level reaction zone are connected in sequence along the sewage flow direction of the Fibonacci curve, the sizes of the reaction zones arranged according to the sewage flow direction are arranged according to the numerical proportion in the Fibonacci sequence, and each reaction zone is arranged as a square with a side length according to the Fibonacci sequence value. The reaction zones connected in sequence are provided with baffles connected in sequence, the baffles are arranged according to the arc of the Fibonacci curve to form a water flow circulation channel with a Fibonacci curve structure, so that the water flowing into each reaction zone forms a vortex. The baffles of the reaction zones comprise liftable baffles and fixed baffles; from the II-level reaction zone, a liftable baffle is arranged in each reaction zone, the liftable baffle of each reaction zone extends from the water inlet to the water outlet, a fixed baffle is arranged at the connection port of two reaction zones, and the baffles of the reaction zones connected in sequence form a Fibonacci curve structure. The liftable baffle is used to divide the reaction area and the sedimentation area of the corresponding reaction zone; a sludge conveying device is arranged between the reaction area and the sedimentation area to convey the sludge settled in the sedimentation area to the center of the reaction area for reaction. The reaction zone at the front end of the biological tank along the Fibonacci curve is used as an aeration tank, and a turbine air compressor is arranged in the aeration tank.

2. A sewage treatment device which feeds water in a Fibonacci series as claimed in claim 1, characterized in that: The last reaction zone is provided with a straight-line guide groove and an arc-shaped baffle connected in sequence, the guide groove is used to convey the sewage treated in the previous reaction zone to a position close to the middle of the last reaction zone, and the arc-shaped baffle is used to make the inflowing sewage form a vortex.

3. A sewage treatment device which feeds water in a Fibonacci series as claimed in claim 1, characterized by: The monitoring device comprises a sensing device and a monitoring terminal; the sensing device is in communication connection with the monitoring terminal. The sensing device comprises sensors arranged in each reaction zone and at the junction of each reaction zone, including a water temperature sensor, a water meter, a sludge concentration sensor, a dissolved oxygen concentration sensor and a water quality monitoring sensor. The monitoring terminal is used to receive the data of the sensing device and control the operation of the liftable baffles and the sludge conveying device in each reaction zone according to the received data.

4. A method of treatment in a wastewater treatment plant with Fibonacci column influent according to any one of claims 1 to 3, characterized in that, The method comprises the following steps: Obtaining the fluid parameters of the water flow to be treated and the pipeline parameters of the biological tank; According to the running track of the water flow in the biological tank and the obtained data, the required energy, critical speed and water head loss at each position for sewage circulation treatment are determined, so that a vortex is generated in the V-level reaction zone, and the activated sludge and the sewage are fully mixed; According to the determined required energy, critical speed and water head loss at each position, the pressure applied to the water inlet is obtained, and the operation of the turbine at the water inlet end of the biological tank is controlled based on the calculated pressure.

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