WO2020103270A1 - 三相高效补氧人工湿地系统 - Google Patents

三相高效补氧人工湿地系统

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Publication number
WO2020103270A1
WO2020103270A1 PCT/CN2018/122941 CN2018122941W WO2020103270A1 WO 2020103270 A1 WO2020103270 A1 WO 2020103270A1 CN 2018122941 W CN2018122941 W CN 2018122941W WO 2020103270 A1 WO2020103270 A1 WO 2020103270A1
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Prior art keywords
wetland
layer sub
sub
lower layer
constructed
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PCT/CN2018/122941
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English (en)
French (fr)
Inventor
张建
庄林岚
郑欣慧
赵倩
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Shandong University
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Shandong University
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    • C—CHEMISTRY; METALLURGY
    • C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F3/00—Biological treatment of water, waste water, or sewage
    • C02F3/32—Biological treatment of water, waste water, or sewage characterised by the animals or plants used, e.g. algae

Definitions

  • the invention relates to the technical field of sewage treatment, and relates to an efficient oxygen supplementing and efficient water purification artificial wetland system, in particular to a three-phase efficient oxygen supplementing artificial wetland system.
  • Constructed wetland is a safe and effective biological and ecological method of wastewater regeneration treatment technology, which has the functions of water purification, ecological storage of water, beautification of landscapes, and maintenance of ecological balance. Constructed wetlands are simulations and enhancements of the environmental self-purification process.
  • the removal mechanism of pollutants in water is complex, including microbial degradation, plant absorption, physical adsorption and chemical precipitation.
  • aerobic respiration of microorganisms is An important way to remove organic pollutants (measured by chemical oxygen demand, COD) in sewage, and total nitrogen (TN) mainly through aerobic nitrification and anoxic denitrification of special function bacteria such as nitrifying bacteria And anaerobic ammonia oxidation is removed.
  • COD chemical oxygen demand
  • TN total nitrogen
  • the constructed wetland technology has outstanding application advantages in the pollution control of watersheds in the world, especially in developing regions. It has been widely used in the treatment of various types of sewage such as polluted river water, urban sewage plant tail water, and dispersed domestic sewage. However, there are still some problems in the application of constructed wetlands.
  • the removal rate of pollutants in constructed wetlands is low.
  • the removal rate of COD and TN is basically between 40% and 80%.
  • the biofilm on the surface of the filler matrix in the constructed wetland needs to achieve efficient removal of COD in an aerobic environment.
  • the natural oxygen supplementation in the constructed wetland and the plant root exudation are not sufficient to provide sufficient dissolved oxygen for the removal of organic matter in sewage.
  • the removal of total nitrogen requires aerobic and anaerobic environments alternately.
  • the lack of dissolved oxygen in the water greatly limits the nitrification of ammonia nitrogen, which in turn affects the subsequent denitrification and makes the total wet nitrogen removal effect of the constructed wetland poor.
  • the dissolved oxygen concentration in the wetland is less than 2mg / L, and the theoretical oxygen demand for BOD and NH 4 + -N in domestic sewage is much higher than this value.
  • the organic matter In a long-term hypoxic environment, the organic matter cannot be fully degraded, and the formed humus and other substances are deposited on the surface of the filler matrix, and together with the polymer on the surface of the microbial film to form a high-viscosity anaerobic sludge, which easily causes blockage and affects the operation effect of wetlands.
  • the present invention provides a three-phase high-efficiency oxygen supplemented constructed wetland system, which is divided into upper and lower sub-wetlands in configuration, and the upper and lower sub-wetlands are connected by a communication pipe, and in the lower layer A siphon drain is installed on the side of the sub-wetland, so that the upper layer sub-wetland forms a permanent solid-liquid-gas three-phase zone.
  • good COD, ammonia nitrogen and total nitrogen removal can be achieved;
  • the three-phase high-efficiency oxygen supplemented constructed wetland system includes an upper layer sub-wetland and a lower layer sub-wetland.
  • the upper layer sub-wetland is arranged above the lower layer sub-wetland, and the bottom of the upper layer sub-wetland is connected to the lower layer sub-wetland through a communication pipe;
  • a water outlet is provided at the side of the lower layer sub-wetland to be connected to a siphon drainage pipe, and the top of the siphon drainage tube is lower than the height of the top of the lower-layer sub-wetland to form a pressure difference for periodic siphon drainage.
  • the communication pipe extends into the lower layer sub-wetland, and the communication tube has a set distance from the bottom of the lower layer sub-wetland.
  • the bottom of the communication pipe is lower than the height of the water outlet of the lower layer wetland.
  • the distance between the bottom of the communication tube and the bottom of the lower layer wetland is 10-20 cm.
  • the upper layer is wet mixed with hard fillers and soft fillers.
  • the lower layer is wetly filled with hard filler.
  • the distance between the water outlet and the top of the lower layer wetland is 20-30 cm.
  • the siphon drain pipe has an inverted U-shaped structure, one end of the inverted U-shaped structure communicates with the water outlet, and the other end is suspended.
  • the distance between the top of the siphon drain pipe and the top of the lower layer wetland is 8-12 cm.
  • the cross-sectional area of the communication pipe is smaller than one-tenth of the smallest of the cross-sectional areas of the upper layer sub-wetland and the lower layer sub-wetland.
  • the upper layer sub-wetland is arranged directly above the lower layer sub-wetland, and the communication pipe is connected to the center of the bottom of the upper layer sub-wetland.
  • the wetland system of the present invention achieves efficient oxygen replenishment.
  • the upper layer wetland of the system provides solid-liquid-gas three-phase coexistence of oxygen and mass transfer conditions for the degradation of pollutants in the water body, enhances the gas mass transfer efficiency of the constructed wetland system, and is beneficial to microorganisms Film growth to achieve better removal of pollutants such as COD and ammonia nitrogen.
  • the wetland system of the present invention is provided with upper and lower sub-wetlands, which are connected through a connecting pipe, so that the water flow can sequentially flow through the upper-layer sub-wetland three-phase zone, the lower-layer sub-wetland submerged anoxic zone and the lower-layer sub-wetland periodic three-phase zone, which can achieve good COD, ammonia nitrogen and total nitrogen removal.
  • the soft filler in the upper layer wetland of the wetland system of the present invention provides more surfaces, which is beneficial to the growth of biological membranes and the removal of pollutants.
  • the soft filler has good hydrophilicity, which can increase the hydraulic retention time of sewage and strengthen the conversion of pollutants. With removal effect.
  • the siphon drainage pipe provided in the wetland system of the present invention performs staged drainage, which exerts a certain flushing effect on the biofilm on the surface of the wetland substrate, has a good buffering effect on the substrate fouling under anaerobic conditions, and reduces the risk of organic blockage in the wetland.
  • FIG. 1 is a schematic structural view of the wetland system of the present invention.
  • 1 upper layer wetland 1 upper layer wetland, 2 lower layer wetland, 3 communication pipes, 4 water outlets, 5 siphon drains, 6 fillers, 7 fillers.
  • this application proposes a three-phase high-efficiency oxygen supplemented constructed wetland system, which divides the wetland bed into Two sub-wetlands in the upper and lower layers, so that the upper sub-wetlands can provide a solid-liquid-gas three-phase coexistence environment for the water body to be treated, to achieve efficient oxygen replenishment and enhance the efficiency of ammonia nitrogen oxidation; Denitrification under anoxic conditions further promotes the removal of nitrate nitrogen.
  • the siphon periodic drainage design the clogging effect of the pollutants on the substrate under the anaerobic state can be alleviated.
  • a three-phase high-efficiency oxygen supplemented constructed wetland system which includes an upper layer sub-wetland 1 and a lower layer sub-wetland 2, and the upper layer sub-wetland 1 is disposed in the lower layer sub-wetland 2 above, and the bottom of the upper layer wetland 1 communicates with the lower layer wetland 2 through the communication tube 3; there is a set gap between the bottom of the upper layer wetland 1 and the top of the lower layer wetland 2 to ensure that the top of the lower layer wetland 2 communicates with the atmosphere and is rich Oxygen status.
  • a water outlet 4 is provided at the side of the lower layer wetland 2 to be connected to the siphon drainage pipe 5.
  • the top of the siphon drainage pipe 5 is lower than the height of the top of the lower layer wetland 2 to form a pressure difference for periodic siphon drainage.
  • the upper layer sub-wetland forms a permanent solid-liquid-gas three-phase zone
  • the lower layer sub-wetland forms a submerged hypoxic zone below the water outlet
  • the lower layer sub-wetland is high under the periodic drainage of the siphon drain At the water outlet, it is in a periodic three-phase zone.
  • the upper sub-wetland 1 may be located above the lower sub-wetland 2, and the communication tube 3 may also be eccentrically located at the bottom of the upper sub-wetland 1, but in a more preferred embodiment, the upper sub-wetland 1 is located at the bottom of the lower sub-wetland 2 Above, the communication tube 3 is connected to the center of the bottom of the upper layer wetland 1, thereby ensuring the consistency of the sewage purification effect at each position of the upper and lower layer wetlands.
  • the communication pipe 3 extends into the lower layer sub-wetland 2, and the communication tube 3 has a set distance from the bottom of the lower layer sub-wetland 2. This distance can be set to 10-20 cm. In this embodiment, the bottom end of the communication pipe is 15 cm away from the bottom end of the lower layer wetland.
  • the bottom of the connecting pipe 3 is lower than the height of the outlet 4 of the lower layer wetland 2 to ensure that when the upper layer wetland enters the lower layer wetland through the connecting pipe, it flows from the lower layer wet underground direction, and then when the amount of sewage reaches the outlet drain.
  • the distance between the water outlet 4 and the top of the lower layer sub-wetland 2 is 20-30 cm.
  • the water outlet is set at a position 25 cm away from the top of the lower layer sub-wetland.
  • the siphon drain pipe 5 has an inverted U-shaped structure. One end of the inverted U-shaped structure communicates with the water outlet 4 and the other end is suspended.
  • the distance between the top of the siphon drain 5 and the top of the lower layer wetland 2 is 8-12 cm. In this embodiment, the distance between the top of the siphon drain and the top of the lower layer wetland is set to 10 cm.
  • the filler 6 in the upper layer wetland 1 is a mixture of hard filler and soft filler.
  • Hard fillers can use gravel, quartz sand and other commonly used substrates in constructed wetlands; soft fillers can use ultra-fine fibers.
  • the filler 6 can also directly use the combination filler in the contact oxidation method filler. Through the mixing of hard filler and soft filler, the soft filler can provide more surface, which is beneficial to the growth of biofilm and the removal of contaminants.
  • the filler 7 in the lower layer wetland 2 is a hard filler.
  • the hard filler can use the commonly used matrix of artificial wetlands such as gravel and quartz sand.
  • the cross-sectional area of the communication pipe 3 is smaller than one-tenth of the smallest of the cross-sectional areas of the upper layer wetland 1 and the lower layer wetland 2.
  • both the upper layer wetland 1 and the lower layer wetland 2 use cylinders, and the diameters of the two cylinders are the same.
  • the connecting tube uses a straight tube with a diameter of 15 cm and less than 10% of the diameter of the upper and lower layer wetlands;
  • the cylinders are filled with corresponding fillers respectively.
  • the upper cylinder is supported on the lower cylinder by the support frame, and the entire circle of support structure formed by the support frame is not closed, ensuring that there is a gap between the upper layer wetland and the lower layer wetland, so that the lower layer
  • the upper part of the sub-wetland is in a periodic three-phase zone.
  • the upper layer sub-wetland and the lower layer sub-wetland can also adopt other structures, and the connection support between the two can also adopt other structural forms (for example, the upper layer sub-wetland and the lower layer sub-wetland can be supported by separate support frames), as long as It is only necessary to ensure that the upper layer sub-wetlands are located above the lower layer sub-wetlands, and that there is a gap between the upper and lower layer sub-wetlands.
  • the operation mode of the wetland system of the present invention is as follows:
  • the staged drainage has a certain scouring effect on the biofilm on the surface of the wetland substrate, and has a good buffering effect on the substrate fouling under anaerobic conditions.
  • the effluent flows through the upper-layer sub-wetland three-phase zone, the lower-layer sub-wetland submerged anoxic zone and the lower-layer sub-wetland periodic three-phase zone, which can achieve good removal of COD, ammonia nitrogen and total nitrogen.
  • a corresponding small test wetland is constructed.
  • the wetland is divided into upper and lower parts in configuration, both of which are cylinders with a diameter of 1 m and heights of 40 cm and 80 cm, respectively.
  • the upper wetland is filled with gravel with a particle size of 1-3cm and ultra-fine fiber soft filler, and the two materials are evenly mixed.
  • the lower wetland is filled with 1-3 cm gravel.
  • the bottom of the upper wetland is opened with a 10cm diameter PVC straight pipe inserted into the lower wetland near the bottom, and the upper and lower wetlands are connected.
  • the outer wall of the lower wetland is connected to an inverted U-shaped tube with a length of 10cm. .
  • the water is fed from the top, the hydraulic retention time is designed to be 24h, the water quality is the secondary effluent level of the sewage plant, the sewage flows from the bottom of the upper wetland to the bottom of the lower wetland through the connecting pipe, and the sewage flows upward from the bottom of the lower wetland .
  • the liquid level in the lower wetland continues to rise.
  • the inverted U-shaped tube forms a siphon, it starts to drain.
  • the liquid level drops to the position where the inverted U-shaped tube is connected, the flow is interrupted and the drainage ends. After that, as the water is continuously fed, the liquid level gradually increases, and the above process is repeated.
  • the effluent water quality was measured. Studies have shown that the COD removal rate is 80%, the TN removal rate is 60%, the ammonia nitrogen removal rate is 60%, and the ammonia nitrogen removal rate is significantly higher than that of the traditional wetland under the same influent and hydraulic retention time.
  • Siphon drainage is used to set up another constructed wetland.
  • Siphon drainage can provide a solid-liquid-gas three-phase coexistence environment for the wetland, and a blank control group and an artificial aeration control group are additionally set to show the wetland's Contaminant removal effect.
  • the wetland is a cylinder with a diameter of 20 cm and a height of 71 cm, which is filled with quartz sand with a diameter of 8 to 10 mm.
  • the bottom of the wetland is connected with an inverted U-shaped siphon drain pipe with a height of 70 cm, and its top is slightly lower than the top of the wetland substrate.
  • the upper end of the wetland system is filled with water, the hydraulic retention time (HRT) of the wetland system is designed to be 24 hours, and the flow rate of the aeration group is designed to be 0.2 L / min.
  • the average influent COD was 90.52 mg / L
  • NH 4 + -N was 22.13 mg / L
  • TP was 3.52 mg / L.
  • the system has been operating steadily.
  • Several sets of data are randomly selected to calculate the average removal rate of pollutants to evaluate the application effect of the system:
  • the experimental results of this case show that the siphon drainage type constructed wetland can effectively supplement oxygen and increase the removal rate of COD, NH 4 + -N and TP without aeration energy consumption, which also shows the cost of using siphon drainage method
  • the wetland system invented can better remove COD, ammonia nitrogen and total nitrogen.
  • Another artificial wetland is set up by setting a fixed unsaturated zone in the upper layer.
  • the fixed unsaturated zone can provide a solid-liquid-gas three-phase coexistence environment for the wetland.
  • a blank control group and an artificial aeration control group are also provided.
  • the wetland is divided into upper and lower parts in configuration.
  • the upper layer is a sewage unsaturated zone with a diameter of 20cm and a height of 70cm, filled with biological ceramsite with a particle size of 5-8mm;
  • the lower layer is a sewage saturated zone with a diameter of 30cm and a height of 50cm , Filled with quartz sand with a particle size of 2 to 5 mm.
  • the wetland system enters the water from the top, the hydraulic retention time (HRT) is designed to be 24h, and the flow rate of the aeration group is designed to be 0.2L / min.
  • the average influent COD was 109.24 mg / L, NH 4 + -N was 27.81 mg / L, and TP was 2.99 mg / L.
  • HRT hydraulic retention time
  • NH 4 + -N was 27.81 mg / L
  • TP was 2.99 mg / L.
  • the system has been operating steadily.
  • Several sets of data are randomly selected to calculate the average removal rate of pollutants to evaluate the application effect of the system:

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Abstract

本发明公开了一种三相高效补氧人工湿地系统，其在构型上分为上下两部分子湿地，上下层子湿地之间通过连通管连通，并在下层子湿地侧部设置虹吸排水管，上层子湿地形成永久性固-液-气三相区，下层子湿地低于出水口处形成淹没缺氧区，下层子湿地高于出水口处处于周期性三相区，在污水经由整个系统流通过程中，可实现良好的COD、氨氮和总氮的去除，其技术方案为：包括上层子湿地和下层子湿地，所述上层子湿地设置于下层子湿地上方，且上层子湿地底部通过连通管与下层子湿地连通；所述下层子湿地侧部设置出水口与虹吸排水管连接，所述虹吸排水管顶部低于下层子湿地顶部高度以形成压差进行周期性虹吸排水。

Description

三相高效补氧人工湿地系统 技术领域
本发明涉及污水处理技术领域，涉及一种高效补氧高效水质净化人工湿地系统，特别是涉及一种三相高效补氧人工湿地系统。
背景技术
我国是一个严重缺水的国家，人均水资源仅为世界平均水平的约30％，水资源短缺已经成为制约社会与经济发展的重要因素。污水再生利用是缓解水资源供需矛盾和促进城市经济社会可持续发展的有效途径。人工湿地是一种安全有效的生物生态法污水再生处理技术，兼具水质净化、水体生态储存、美化景观、维持生态平衡等功能。人工湿地是对环境自净过程的模拟和强化，其对水中污染物的去除机理复杂，包含了微生物降解、植物吸收、物理性吸附和化学沉淀等多种作用，其中微生物的好氧呼吸是湿地对污水中有机污染物(以化学需氧量chemical oxygen demand，COD计)去除的重要途径，而总氮(total nitrogen，TN)主要通过硝化细菌等特殊功能细菌的好氧硝化与缺氧反硝化作用和厌氧氨氧化作用等被去除。
目前，人工湿地技术在全球，尤其是发展中地区流域污染治理中具有突出的应用优势，已被广泛应用于污染河水、城市污水厂尾水、分散生活污水等多种类型污水的处理。然而，人工湿地在应用中仍然存在一些问题。
1)人工湿地对污染物的去除率低。其中，COD和TN的去除率基本在40％-80％之间。人工湿地中填料基质表面的生物膜需要在好氧环境中实现对COD的高效去除，然而人工湿地中自然补氧和植物根系泌氧作用不足以提供足够的溶解氧用于污水中有机物的去除。此外，对于总氮的去除需要好氧、厌氧环境交替。然而，水中溶解氧不足极大地限制氨氮的硝化作用，进而影响后续反硝化的进行，使得人工湿地对总氮的去除效果不佳。湿地中溶解氧浓度不足2mg/L，而生活污水中BOD及NH 4 +-N的理论氧气需求量远高于此值。
2)人工湿地存在堵塞的现象，影响其对污水的净化效果和运行年限。我国存在大量设计年限在100年左右的湿地实际运行10年就产生了湿地大面积堵塞的现象，使其失去对污水的净化作用。人工湿地的堵塞包括颗粒物堵塞和有机堵 塞。在水平潜流湿地中，大气中的氧气向湿地中扩散传递需要突破气液交界膜、大量液相主体、生物膜表面的液膜达到微生物表面，氧气传质困难。长期缺氧环境下，有机物不能充分降解，形成的腐殖质等物质沉积在填料基质表面，与微生物膜表面多聚物共同形成高粘度厌氧污泥，极易造成堵塞，影响湿地的运行效果。
可见，通过强化对人工湿地中氧气的调控可改善人工湿地运行中存在的COD、TN去除率低及有机堵塞问题，显著提高人工湿地对污水的去除效果，维持其高效、稳定运行，保障我国污水的再生与安全利用。
发明内容
为了克服现有技术的不足，本发明提供了一种三相高效补氧人工湿地系统，其在构型上分为上下两部分子湿地，上下层子湿地之间通过连通管连通，并在下层子湿地侧部设置虹吸排水管，使得上层子湿地形成永久性固-液-气三相区，下层子湿地低于出水口处形成淹没缺氧区，下层子湿地高于出水口处处于周期性三相区，在污水经由整个系统流通过程中，可实现良好的COD、氨氮和总氮的去除；
为了实现上述目的，本发明采用下述技术方案：
三相高效补氧人工湿地系统，包括上层子湿地和下层子湿地，所述上层子湿地设置于下层子湿地上方，且上层子湿地底部通过连通管与下层子湿地连通；
所述下层子湿地侧部设置出水口与虹吸排水管连接，所述虹吸排水管顶部低于下层子湿地顶部高度以形成压差进行周期性虹吸排水。
进一步的，所述上层子湿地底部和下层子湿地顶部之间具有设定间隙。
进一步的，所述连通管延伸至下层子湿地内部，连通管距下层子湿地底部具有设定间距。
进一步的，所述连通管底部低于下层子湿地出水口的高度。
进一步的，所述连通管底部距下层子湿地底部的距离为10～20cm。
进一步的，所述上层子湿地混合填充有硬质填料和软性填料。
进一步的，所述下层子湿地填充硬质填料。
进一步的，所述出水口距下层子湿地顶部的距离为20～30cm。
进一步的，所述虹吸排水管为倒U型结构，倒U型结构一端与出水口连通，另一端悬空。
进一步的，所述虹吸排水管顶部与下层子湿地顶部之间的间距为8～12cm。
进一步的，所述连通管的横截面积小于上层子湿地、下层子湿地的横截面积二者之最小者的十分之一。
优选的，所述上层子湿地设置于下层子湿地正上方，连通管连接于上层子湿地底部中心处。
与现有技术相比，本发明的有益效果是：
本发明的湿地系统实现了高效的氧气补给。与传统人工湿地相比，该系统的上层子湿地为水体中的污染物降解提供了固-液-气三相共存的氧气传质条件，增强了人工湿地系统的气体传质效率，有利于微生物膜的生长，从而实现更好的COD和氨氮等污染物去除效果。
本发明的湿地系统设置上下层子湿地，通过连通管连通，可以使水流依次流经上层子湿地三相区、下层子湿地淹没缺氧区和下层子湿地周期性三相区，可实现良好的COD、氨氮和总氮的去除。
本发明湿地系统的上层子湿地中软性填料提供了更多表面，有利于生物膜的生长及污染物的去除，同时软性填料亲水性好，可增加污水的水力停留时间，强化污染物转化与去除效果。
本发明湿地系统中设置的虹吸排水管进行阶段性排水，对湿地基质表面的生物膜起到一定冲刷效果，对于厌氧条件下基质污堵有很好的缓冲作用，降低湿地的有机堵塞风险。
附图说明
构成本申请的一部分的说明书附图用来提供对本申请的进一步理解，本申请的示意性实施例及其说明用于解释本申请，并不构成对本申请的不当限定。
图1为本发明湿地系统的结构示意图；
图中，1上层子湿地，2下层子湿地，3连通管，4出水口，5虹吸排水管，6填料，7填料。
具体实施方式
应该指出，以下详细说明都是例示性的，旨在对本申请提供进一步的说明。除非另有指明，本文使用的所有技术和科学术语具有与本申请所属技术领域的普通技术人员通常理解的相同含义。
需要注意的是，这里所使用的术语仅是为了描述具体实施方式，而非意图限 制根据本申请的示例性实施方式。如在这里所使用的，除非上下文另外明确指出，否则单数形式也意图包括复数形式，此外，还应当理解的是，当在本说明书中使用术语“包含”和/或“包括”时，其指明存在特征、步骤、操作、器件、组件和/或它们的组合。
正如背景技术所介绍的，现有技术中存在COD、TN去除率低及有机堵塞问题，为了解决如上的技术问题，本申请提出了一种三相高效补氧人工湿地系统，将湿地床分隔成上下层两个子湿地，使得上层子湿地可以为待处理水体提供固-液-气三相共存的环境，实现高效的氧气补给，增强了氨氮氧化效率；之后流经下层浸没状态下的湿地，实现缺氧条件下的反硝化，进一步促进硝态氮的去除。通过虹吸周期性排水设计，减缓厌氧状态下污染物对基质的堵塞作用。
本申请的一种典型的实施方式中，如图1所示，提供了一种三相高效补氧人工湿地系统，包括上层子湿地1和下层子湿地2，上层子湿地1设置于下层子湿地2上方，且上层子湿地1底部通过连通管3与下层子湿地2连通；上层子湿地1底部和下层子湿地2顶部之间具有设定间隙，保证下层子湿地2顶部与大气相通，处于富氧状态。
下层子湿地2侧部设置出水口4与虹吸排水管5连接，虹吸排水管5顶部低于下层子湿地2顶部高度以形成压差进行周期性虹吸排水。
本发明的湿地系统，上层子湿地形成永久性固-液-气三相区，下层子湿地低于出水口处形成淹没缺氧区，而在虹吸排水管的周期性排水下，下层子湿地高于出水口处则处于周期性三相区，在污水经由上层子湿地、下层子湿地下方、上层子湿地上方进而由虹吸排水管排出的整个过程中，能够更好的去除COD、氨氮和总氮。
上层子湿地1可以设置于下层子湿地2偏上方，连通管3也可以偏心设置在上层子湿地1底部，但在一更为优选的实施方案中，上层子湿地1设置于下层子湿地2正上方，连通管3连接于上层子湿地1底部中心处，由此可保证上下层子湿地各位置对污水净化效果的一致性。
连通管3延伸至下层子湿地2内部，连通管3距下层子湿地2底部具有设定间距。这一间距可以设置为10～20cm，本实施例中连通管底端距离下层子湿地底端15cm。
连通管3底部低于下层子湿地2出水口4的高度，保证污水在上层子湿地经由连通管进入下层子湿地时，由下层子湿地下方向上流通，进而在污水量达到出水口处时再进行排水。
出水口4距下层子湿地2顶部的距离为20～30cm，本实施例中将出水口设置在距离下层子湿地顶端25cm的位置。
虹吸排水管5为倒U型结构，倒U型结构一端与出水口4连通，另一端悬空。虹吸排水管5顶部与下层子湿地2顶部之间的间距为8～12cm，本实施例中虹吸排水管顶部与下层子湿地顶端之间距离设置成10cm。
上层子湿地1内的填料6为硬质填料和软性填料的混合。硬质填料可以采用砾石、石英砂等人工湿地常用基质；其中软性填料可以采用超细纤维等。本申请中填料6也可以直接采用接触氧化法填料中的组合填料。通过硬质填料和软性填料的混合，软性填料可以提供更多表面，有利于生物膜的生长及污染物的去除。
下层子湿地2内的填料7为硬质填料。硬质填料可以采用砾石、石英砂等人工湿地常用基质。
连通管3的横截面积小于上层子湿地1、下层子湿地2的横截面积二者之最小者的十分之一。通过这样设置，既能保证污水由上层子湿地向下层子湿地流通的顺畅性，又可以保证污水与上层子湿地填料充分接触后再流向下层子湿地，增加了污水的停留时间，强化了污染物的去除效果。
本实施例中，上层子湿地1和下层子湿地2均采用圆筒，两圆筒的直径一致，连通管采用直管，其管径为15cm，且小于上下层子湿地直径的10％；在圆筒内分别填充相应填料，上层圆筒通过支撑架支撑于下层圆筒上，且支撑架形成的整个一圈支撑结构并不封闭，保证上层子湿地和下层子湿地之间具有间隙，使下层子湿地上部处于周期性三相区。当然，上层子湿地和下层子湿地还可以采用其他结构，二者之间的连接支撑也可以采用其他结构形式(比如，可将上层子湿地、下层子湿地分别由单独的支撑架支撑)，只要保证上层子湿地位于下层子湿地上方，并保证上下层子湿地之间具有间隙即可。
本发明湿地系统的运行方式如下：
1)从顶端进水，在上层子湿地基质中间渗流过程中，处于固-液-气三相环境中，污水中的污染物充分与基质表面生物膜、基质间隙空气接触，促进氨的氧化 和COD的初步去除。超细纤维等软性填料提供了更多表面，有利于生物膜的生长及污染物的去除，同时超细纤维填料亲水性好，可增加污水的水力停留时间，强化污染物转化与去除效果。
2)污水从上层子湿地底部经由连通管到达下层子湿地底部，下层子湿地下部(从底部到出水口处的)基质长期处于淹没状态，处于缺氧状态，利于氨氮氧化形成的硝态氮和原水中的硝态氮进行反硝化，进而从水中去除。
3)污水从下层子湿地底部往上流动，在下层子湿地顶部20cm范围内，属于大气富氧区，可实现残留COD的进一步氧化去除。
4)随着不断进水，下层子湿地内液位不断升高，在倒U形的虹吸排水管形成虹吸后开始排水，排至液位降低至倒U形管连接位置时断流，排水结束。
之后随着不断进水，液位逐步升高，重复上述过程。
阶段性的排水对湿地基质表面的生物膜起到一定冲刷效果，对于厌氧条件下基质污堵有很好的缓冲作用。出水流经上层子湿地三相区、下层子湿地淹没缺氧区和下层子湿地周期性三相区，可实现良好的COD、氨氮和总氮的去除。
基于本发明的湿地设计，构建了相应的小试湿地，该湿地在构型上分为上下两部分，均为直径1m的圆筒，高度分别为40cm和80cm。上层湿地填充粒径1-3cm的砾石及超细纤维软性填料，两材料均匀混合。下层湿地填充1-3cm砾石。上层湿地底端开口伸出10cm直径的PVC直管插入下层湿地近底端，将上下两部分湿地连通，下层湿地外壁连接倒置U形管，管长10cm，与下层湿地连接处距离下层湿地顶端20cm。
利用该小试湿地，从顶端进水，水力停留时间设计为24h，进水水质为污水厂二级出水水平，污水从上层湿地底部经由连接管到达下层湿地底部，污水从下层湿地底部往上流动。随着不断进水，下层湿地内液位不断升高，在倒U形管形成虹吸后开始排水，排至液位降低至倒U形管连接位置时断流，排水结束。之后随着不断进水，液位逐步升高，重复上述过程。该湿地运行15天后，测定出水水质，研究表明，COD去除率80％，TN去除率60％，氨氮去除率60％，氨氮去除率显著高于相同进水和水力停留时间下的传统湿地。
采用虹吸排水的方式设置另一人工湿地，虹吸排水可给该湿地提供固-液-气三相共存的环境，并另外设置了空白对照组和人工曝气对照组，通过对比来表明 该湿地的污染物去除效果。该湿地在构型上为直径20cm，高71cm圆筒，其内填充了直径8～10mm的石英砂。湿地底端接有高度为70cm的倒U型虹吸排水管，其顶端略低于湿地基质顶端。该湿地系统上端进水，湿地系统的水力停留时间(HRT)均设计为24h，曝气组流量设计为0.2L/min。平均进水COD为90.52mg/L，NH 4 +-N为22.13mg/L，TP为3.52mg/L。目前系统已经稳定运行，随机抽取若干组数据，计算出对污染物的平均去除率来评价该系统的应用效果：
表1污染物去除率
湿地类型 COD NH 4 +-N TP
实验组 90％ 62％ 27％
空白对照组 81％ 14％ 15％
人工曝气对照组 90％ 87％ 24％
该案例的实验结果表明，虹吸排水式人工湿地可以在无曝气能耗的条件下有效补氧并提高COD、NH 4 +-N及TP的去除率，也即表明了采用虹吸排水方式的本发明的湿地系统，可以更好的去除COD、氨氮和总氮。
采用上层设置固定不饱和区的方式设置另一人工湿地，固定不饱和区可给该湿地提供固-液-气三相共存的环境，另外设置了空白对照组和人工曝气对照组，通过对比来表明该湿地的污染物去除效果。该湿地在构型上分为上下两部分，上层为直径20cm、高度为70cm的污水不饱合区，填充粒径5～8mm的生物陶粒；下层为直径30cm、高度为50cm的污水饱和区，填充粒径2～5mm的石英砂。该湿地系统从顶端进水，水力停留时间(HRT)均设计为24h，曝气组流量设计为0.2L/min。平均进水COD为109.24mg/L，NH 4 +-N为27.81mg/L，TP为2.99mg/L。目前系统已经稳定运行，随机抽取若干组数据，计算出对污染物的平均去除率来评价该系统的应用效果：
表2污染物去除率
湿地类型 COD NH 4 +-N TP
实验组 90％ 60％ 29％
空白对照组 77％ 15％ 19％
人工曝气对照组 86％ 87％ 18％
该案例的实验结果表明，上层不饱和区式人工湿地可以在无曝气能耗的条件 下有效补氧并提高COD、NH 4 +-N及TP的去除率，也即表明了上层子湿地始终保持固-液-气三相的本发明的湿地系统，可以更好的去除COD、氨氮和总氮。
以上所述仅为本申请的优选实施例而已，并不用于限制本申请，对于本领域的技术人员来说，本申请可以有各种更改和变化。凡在本申请的精神和原则之内，所作的任何修改、等同替换、改进等，均应包含在本申请的保护范围之内。

Claims (10)

  1. 三相高效补氧人工湿地系统，其特征是，包括上层子湿地和下层子湿地，所述上层子湿地设置于下层子湿地上方，且上层子湿地底部通过连通管与下层子湿地连通；
    所述下层子湿地侧部设置出水口与虹吸排水管连接，所述虹吸排水管顶部低于下层子湿地顶部高度以形成压差进行周期性虹吸排水。
  2. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述上层子湿地底部和下层子湿地顶部之间具有设定间隙。
  3. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述连通管延伸至下层子湿地内部，连通管距下层子湿地底部具有设定间距。
  4. 如权利要求3所述的三相高效补氧人工湿地系统，其特征是，所述连通管底部距下层子湿地底部的距离为10～20cm。
  5. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述连通管底部低于下层子湿地出水口的高度。
  6. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述上层子湿地混合填充有硬质填料和软性填料；所述下层子湿地填充硬质填料。
  7. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述出水口距下层子湿地顶部的距离为20～30cm。
  8. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述虹吸排水管为倒U型结构，倒U型结构一端与出水口连通，另一端悬空；
    所述虹吸排水管顶部与下层子湿地顶部之间的间距为8～12cm。
  9. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述连通管的横截面积小于上层子湿地、下层子湿地的横截面积二者之最小者的十分之一。
  10. 如权利要求1所述的三相高效补氧人工湿地系统，其特征是，所述上层子湿地设置于下层子湿地正上方，连通管连接于上层子湿地底部中心处。
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