Multifunctional seawater desalination water intake structure

Abstract

The utility model discloses a multifunctional seawater desalination water intake structure, can solve open surface water taking seawater desalination engineering traditional water intake easy to block, maintenance cost is high, ecological compatibility is deficient and so on, its technical scheme is: including dam, water diversion open channel, sand trap, water diversion pipeline, valve well and pump house, the dam includes wave protection dam, left dam, right dam and onshore protection dam, the water diversion open channel is surrounded by wave protection dam, left dam, right dam and onshore protection dam, and the sand trap is located at the end of water diversion open channel, and the water diversion pipeline import is located at the top side wall of sand trap, and the end is connected with pump house, the utility model has the advantages of: (1) improve ecological compatibility, protect marine environment, (2) reduce the risk of blockage, improve water taking efficiency, (3) stable water quality, adapt to complex sea conditions, (4) optimize structure design, reduce construction and maintenance cost.

Description

Technical Field

[0001] This utility model belongs to the field of water diversion channel technology, and in particular relates to a multifunctional seawater desalination intake structure. Background Technology

[0002] Water intake is a crucial component of seawater desalination projects. However, existing seawater desalination intakes for open surface water intakes present numerous challenges in practical applications. These include susceptibility to marine organism attachment, blockages caused by high levels of suspended particulate matter in nearshore waters, reduced water intake efficiency, frequent shutdowns for cleaning, and even the potential for attracting small marine organisms and damaging the intertidal ecosystem. Furthermore, the stability and quality of water intakes are difficult to guarantee under varying sea conditions. The complex structure of traditional intakes also leads to high construction and maintenance costs. These issues hinder the widespread application and development of seawater desalination technology.

[0003] A well-designed water intake structure can not only provide a reliable supply of raw water and good water quality, but also reduce construction costs and pretreatment expenses. Summary of the Invention

[0004] To address the problems in the existing technology, this utility model provides a multifunctional seawater desalination intake structure that solves the problems of easy clogging, high maintenance costs, and insufficient ecological compatibility of traditional intakes in open surface seawater desalination projects. The technical solution includes: a dike, an open water intake channel, a sedimentation basin, a water intake pipeline, a valve well, and a pump house; the dike includes a wave-breaking dike, a left dike, a right dike, and an onshore revetment; the open water intake channel is enclosed by the wave-breaking dike, the left dike, the right dike, and the onshore revetment; the sedimentation basin is located at the end of the open water intake channel; the inlet of the water intake pipeline is located on the top side wall of the sedimentation basin, and the end connects to the pump house.

[0005] In a preferred embodiment, the breakwater is divided into four layers from bottom to top:

[0006] The first layer is a wave-breaking rock pile area, which is paved with stones of the first weight range. The cross-section of the paving is an isosceles trapezoid, with the lower base width being greater than the upper base width. The lower base paving surface is below the sea level, and the upper base paving surface is above the sea level.

[0007] The second layer is the toe area of ​​the breakwater, which is laid on the inner side of the breakwater rockfill area. It is paved with stones of the second weight range, and the bottom plane of the paved layer is flush with the bottom plane of the breakwater rockfill area.

[0008] The third layer is the wave-breaking cushion layer area, which is evenly laid on the wave-breaking rock pile area and the wave-breaking dam toe area. The stones used for laying are of the third weight range, and the width of the laying extends beyond the outermost part of the wave-breaking rock pile area, and the bottom plane of the laying is level with the bottom plane of the wave-breaking rock pile area.

[0009] The fourth layer is the wave-breaking cover layer, which is evenly covered on the wave-breaking cushion layer area. It is paved with stones of the fourth weight range and laid outwards from the outside of the wave-breaking cushion layer area, but the width does not exceed the outermost range of the wave-breaking cushion layer area.

[0010] In a preferred embodiment, the width of the breakwater is greater than that of the left breakwater. One side of the breakwater is connected to the left breakwater, and the connection gradually narrows to be equal in width to the left breakwater. The other side of the breakwater has an arc-shaped structure and forms an opening with the right breakwater.

[0011] In a preferred embodiment, the left embankment is divided into four layers from bottom to top:

[0012] The first layer is the left rockfill area, which is paved with stones of the first weight range. The paving cross section is an isosceles trapezoid with the lower base width being greater than the upper base width. The lower base paving plane is below the sea level, and the upper base paving plane is above the sea level. The width on the side connected to the breakwater is greater than the width near the shore.

[0013] The second layer is the left dam toe area, which is laid on the inner side of the left rubble pile area. It is paved with stones of the second weight range, and the bottom plane of the paved layer is flush with the bottom plane of the left rubble pile area.

[0014] The third layer is the left cushion layer area, which is laid on the left pile stone area and the left dam toe area. The inner side is laid with stones of the third weight range, and the top and outer sides are laid with stones of the fifth weight range, which extend outwards. The bottom plane of the extended layer is level with the plane of the left pile stone area.

[0015] The fourth layer is the left paving layer, which is evenly laid on the left sub-base area. It uses stones of the fourth weight range and is laid outwards from the left sub-base area, but the width does not exceed the outermost range of the left sub-base area.

[0016] In a preferred embodiment, the right embankment is divided into four layers from bottom to top:

[0017] The first layer is the right-side rubble pile area, which is paved with stones of the first weight range. The paving cross section is an isosceles trapezoid with the lower base width being greater than the upper base width. The lower base paving surface is below the sea level, and the upper base paving surface is above the sea level. The width on the side closer to the breakwater is greater than the width on the side closer to the shore.

[0018] The second layer is the right dam toe area, which is laid on the inner side of the right rockfill area. It is paved with stones of the second weight range, and the bottom plane of the paved layer is flush with the bottom plane of the right rockfill area.

[0019] The third layer is the right cushion layer area, which is laid on the right piled stone area and the right dam toe area. The inner side is laid with stones of the third weight range, and the top and outer sides are laid with stones of the fifth weight range, which extend outwards. The bottom plane of the extended layer is level with the plane of the right piled stone area.

[0020] The fourth layer is the right paving area, which is evenly laid on the right sub-layer area. It uses stones of the sixth weight range and is laid outwards from the right sub-layer area, but the width does not exceed the outermost range of the right sub-layer area.

[0021] In a preferred embodiment, the bottom slab and surrounding surfaces of the sedimentation tank are covered with two layers of bedding material.

[0022] The first layer of foundation material uses stones of the first diameter range, and a certain length of sloping section is laid towards the bank. After a certain length of horizontal laying, it forms a bank revetment. It is laid towards the left bank to the toe of the left bank, towards the right bank to the toe of the right bank, and towards the water diversion channel to the bottom of the water diversion channel, and is provided with two steps.

[0023] The second layer consists of stones of the second weight range, evenly laid on top of the first layer.

[0024] In a preferred embodiment, the breakwater is positioned horizontally relative to the coastline.

[0025] In a preferred embodiment, a valve well is provided at the intermediate valve of the water diversion pipeline.

[0026] The beneficial effects of this utility model are:

[0027] (1) The breakwater adopts a layered rockfill structure, which can intercept large floating objects and ensure the natural flow of seawater, reducing the obstruction of the migration path of marine organisms; the arc transition design between the left and right breakwaters and the breakwater, combined with the slow flow characteristics of the water diversion channel, reduces the water flow speed, avoids sucking up small marine organisms such as fish eggs and plankton, significantly reduces the disturbance to the intertidal ecosystem, and improves the ecological safety of the water intake process.

[0028] (2) The sedimentation tank is designed with two layers of cushion layer and uses the slope and step structure to guide the water flow, promote the natural settling of suspended particles and silt, and greatly reduce the probability of water pipe blockage due to impurities; the outward extension design of the wave-proof rock pile area and cushion layer area further filters seawater impurities, reduces the number of shutdowns caused by frequent pipe cleaning, ensures the continuity of the water intake process, and improves the water intake efficiency per unit time.

[0029] (3) The water diversion channel is enclosed by multiple sections of dikes to form a relatively closed water flow space. Combined with the wave-breaking and buffering effect of the wave-breaking dike, it can effectively resist the impact of complex sea conditions such as storms on water intake and reduce water quality fluctuations caused by seawater disturbance. The sedimentation and filtration function of the sedimentation tank and the interception effect of the layered dike work together to significantly reduce the impurity content of the seawater entering the water diversion pipeline, providing a stable raw water quality for subsequent seawater desalination treatment.

[0030] (4) The dam adopts a layered rockfill structure. By reasonably matching stones of different weight ranges, the structural stability is guaranteed while reducing the dependence on high-specification materials and reducing construction costs. The integrated design of the sedimentation tank and the dam reduces the need for independent filtration facilities, and the layered structure facilitates local maintenance and replacement, reducing long-term operation and maintenance costs. Attached Figure Description

[0031] Figure 1 This is a top view of the overall structure of this utility model.

[0032] Figure 2 for Figure 1 AA' cross-section diagram.

[0033] Figure 3 for Figure 1 BB' cross-sectional view.

[0034] Figure 4 for Figure 1 CC' cross-section diagram.

[0035] Figure 5 for Figure 1 DD' cross-sectional view in the image.

[0036] Figure 6 for Figure 1 EE' cross-sectional view.

[0037] In the diagram: 1. Dam; 2. Open channel for water diversion; 3. Sedimentation basin; 4. Water intake pipe; 5. Valve well; 6. Pump house;

[0038] 11. Breakwater; 111. Breakwater rockfill area; 112. Breakwater toe area; 113. Breakwater cushion layer area; 114. Breakwater paving area;

[0039] 12. Left embankment; 121. Left rockfill area; 122. Left embankment toe area; 123. Left subgrade area; 124. Left paving area;

[0040] 13. Right embankment; 131. Right rockfill area; 132. Right dam toe area; 133. Right subgrade area; 134. Right paving area;

[0041] 14. Embankment protection. Detailed Implementation

[0042] The present invention will now be described in further detail with reference to the accompanying drawings and specific embodiments.

[0043] Example

[0044] like Figure 1 The diagram shows a multifunctional seawater desalination intake structure, including a dike 1, an open water intake channel 2, a sedimentation basin 3, a water intake pipe 4, a valve well 5, and a pump house 6. The dike 1 includes a breakwater 11, a left dike 12, a right dike 13, and an onshore revetment 14. The open water intake channel 2 is enclosed by the breakwater 11, the left dike 12, the right dike 13, and the onshore revetment 14. The sedimentation basin 3 is located at the end of the open water intake channel 2, and the inlet of the water intake pipe 4 is located on the top side wall of the sedimentation basin 3, with its end connected to the pump house 6.

[0045] The water intake channel 2 is 650 meters long and 100 meters wide, with its bottom located 4.2 meters below sea level. The water intake pipeline consists of two GRP pipes with an inner diameter of 3 meters, which are laid in a concrete culvert.

[0046] like Figure 2 The breakwater 11 shown is divided into four layers from bottom to top:

[0047] The first layer is the breakwater rockfill area 111. The weight of the stones used for paving ranges from 1 to 500 kg. The paving cross section is an isosceles trapezoid with a bottom width of 30 meters and an top width of 8 meters. The bottom paving surface is 4.2 meters below sea level, and the top paving surface is 1.5 meters above sea level.

[0048] The second layer is the breakwater toe area 112, which is laid on the inner side of the breakwater rockfill area 111. The weight of the stones used for laying is 40-200kg. The bottom plane of the laying is level with the bottom plane of the breakwater rockfill area 111. The laying width is 4.7 meters and the laying thickness is 0.8 meters.

[0049] The third layer is the wave-breaking cushion layer 113, which is evenly laid on the wave-breaking rockfill area 111 and the wave-breaking dam toe area 112. The weight of the stones used for laying is 300-1000 kg, the thickness is 1.2 meters, and the width of the laying to the outermost side of the wave-breaking rockfill area 111 is 23 meters, and the bottom plane of the laying is level with the bottom plane of the wave-breaking rockfill area 111.

[0050] The fourth layer is the wave-breaking cover layer 114, which is evenly covered on the wave-breaking cushion layer area 113. The stones used for laying the cover weigh 3-6 tons, the thickness is 2.3 meters, and the width of the cover extending to the outermost part of the wave-breaking cushion layer area 111 is 13 meters.

[0051] The specific breakwater 11 is located 5 meters above sea level.

[0052] Further as Figure 1The breakwater 11 shown is wider than the left breakwater 12. One side of the breakwater 11 is connected to the left breakwater 12, and the connection gradually narrows to be equal in width to the left breakwater 12. The other side of the breakwater 11 is an arc-shaped structure, and forms an opening with the right breakwater 13, with an opening width of 30 meters.

[0053] like Figure 3 The left embankment 12 shown is divided into four layers from bottom to top:

[0054] The first layer is the left rockfill area 121, which is paved with stones weighing 1-500kg. The cross-section of the paving is an isosceles trapezoid, with the lower base width being greater than the upper base width. The lower base paving plane is below sea level, and the upper base paving plane is above sea level. The width on the side connected to the breakwater 11 is 28 meters, the lower base paving plane is 4.2 meters below sea level, and the upper base paving plane is 1.5 meters above sea level, for a total height of 5.7 meters. The width gradually narrows to 24 meters 150 meters from the shore, the lower base paving plane is 3.2 meters below sea level, and the upper base paving plane is 1.5 meters above sea level, for a total height of 4.7 meters. The top width of the left rockfill area 121 is 5.2 meters.

[0055] The second layer is the left dam toe area 122, which is laid on the inner side of the left rubble pile area 121. It is paved with stones weighing 40-200kg, and the bottom plane of the paved layer is level with the bottom plane of the left rubble pile area 121. The paving width is 4.7 meters and the paving thickness is 0.8 meters.

[0056] The third layer is the left cushion layer area 123, which is laid on the left rockfill area 121 and the left dam toe area 122. The inner side is laid with 300-1000 kg stones, and the top and outer sides are laid with 60-300 kg stones. The thickness of the layer is 1.2 meters, and it extends outward for 14 meters. The bottom plane of the extended layer is level with the plane of the left rockfill area 121, and the thickness of the layer is 0.8 meters.

[0057] The fourth layer is the left cover layer 124, which is evenly laid on the left subbase area 123. It is laid with 1-3 tons of stones, with a thickness of 1.7 meters, and extends outwards from the left subbase area 123. The width is 3.4 meters, and the top width of the left cover layer 124 is 3.4 meters.

[0058] The specific left breakwater 12 has a total length of 550 meters and is located 4 meters above sea level.

[0059] Furthermore, the right embankment 13 is divided into four layers from bottom to top:

[0060] The first layer is the right rockfill area 131, which is paved with stones weighing 1-500kg. The cross-section of the paving is an isosceles trapezoid, with the lower base width being greater than the upper base width. The lower base paving plane is below sea level, and the upper base paving plane is above sea level. The width on the side closer to the breakwater 11 is greater than the width closer to the shore. Specifically, the lower base width is 27 meters for the first 400 meters, the lower base paving plane is 4.2 meters below sea level, the upper base paving plane is 1.3 meters above sea level, and the total height is 5.5 meters. The width of the lower base paving gradually narrows to 23 meters in the 150-meter section closer to the shore, the lower base paving plane is 3.2 meters below sea level, the upper base paving plane is 1.3 meters above sea level, and the total height is 4.5 meters. The width of the right rockfill area 131 is 5.1 meters.

[0061] The second layer is the right dam toe area 132, which is laid on the inner side of the right rockfill area 131. It is paved with stones weighing 40-200kg, and the bottom plane of the paved layer is level with the bottom plane of the right rockfill area 131. The paving width is 4.7 meters and the paving thickness is 0.8 meters.

[0062] The third layer is the right cushion layer area 133, which is laid on the right rockfill area 131 and the right dam toe area 132. The inner side is laid with 300-1000 kg stones with a thickness of 1.2 meters, and the top and outer sides are laid with 60-300 kg stones with a thickness of 0.8 meters. It extends outward for 14 meters, and the bottom plane of the extended layer is level with the plane of the right rockfill area 131.

[0063] The fourth layer is the right paving area 134, which is evenly laid on the right sub-layer area 133. It uses 1-3 ton stones, has a thickness of 1.7 meters, and extends 3.4 meters outward from the right sub-layer area 133. The top width of the right paving layer 134 is 3.4 meters.

[0064] like Figure 1 and 5 The bottom slab and surrounding walls of the sedimentation tank 3 shown are covered with two layers of bedding material:

[0065] The first layer uses 32-90mm stones, with a thickness of 0.4 meters. A 37.2-meter sloping section with a height of 9.3 meters is laid towards the bank. After laying 3.4 meters horizontally, it forms the bank revetment 14. It is laid at a 14° slope towards the left embankment 12 to the toe of the left embankment 12, with a horizontal length of 20.4 meters and a vertical height of 5.1 meters. It is laid at a 14° slope towards the right embankment 13 to the toe of the right embankment 13, with a horizontal length of 18.2 meters and a vertical height of 4.5 meters. It is laid at a 14° slope towards the water diversion channel 2 to the bottom of the water diversion channel 2, and is equipped with two steps. The first step has a horizontal distance of 5.2 meters and a height of 1.3 meters, and the second step has a horizontal distance of 3.2 meters and a height of 0.8 meters. A 2-meter horizontal layer is set between the two steps.

[0066] The second layer consists of stones weighing 40-200kg, evenly laid on top of the first layer, with a thickness of 0.8 meters.

[0067] The specific sedimentation tank 3 is a square tank with a side length of 38 meters, and the bottom plate is located 5.5 meters below sea level.

[0068] The following is a specific implementation project of this utility model: The Umm Al Quwain Seawater Desalination Project in the UAE, located on the coast of the Persian Gulf, has a salinity as high as 45‰ and a summer water temperature exceeding 35℃. It is crucial not only to prevent severe equipment damage but also to balance low-cost operation and maintenance with UAE environmental regulations (such as avoiding disturbance to mangrove ecosystems and protecting green sea turtle habitats). This utility model utilizes an open-type water intake channel, constructed 650 meters from the coastline. This avoids mangrove reserves and green sea turtle habitats, while also intercepting marine life and floating debris, effectively addressing the issue of marine organism attachment and growth. It reduces intake blockage, lowering the rate of aspiration by 85%, and has been certified by the UAE Environment Agency. By constructing dikes and sedimentation basins, the water quality at the intake can be kept relatively stable under different sea conditions, especially during storms. Simultaneously, it reduces the water flow velocity within the open channel, achieving a flow velocity of ≤0.2m / s at the intake pipe, mitigating water flow impact, preventing the suction of fish eggs and plankton, promoting natural sediment settling, improving water quality, and increasing water intake efficiency.

Claims

1. A multifunctional seawater desalination intake structure, characterized in that, It includes a dike (1), a water diversion channel (2), a sedimentation basin (3), a water diversion pipeline (4), a valve well (5), and a pump house (6); the dike (1) includes a wave-breaking dike (11), a left dike (12), a right dike (13), and an onshore revetment (14); the water diversion channel (2) is enclosed by the wave-breaking dike (11), the left dike (12), the right dike (13), and the onshore revetment (14); the sedimentation basin (3) is located at the end of the water diversion channel (2); the inlet of the water diversion pipeline (4) is located on the top side wall of the sedimentation basin (3), and the end is connected to the pump house (6).

2. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The aforementioned breakwater (11) is divided into four layers from bottom to top: The first layer is the wave-breaking rock pile area (111), which is paved with stones of the first weight range. The paving cross section is an isosceles trapezoid with the lower base width being greater than the upper base width. The lower base paving plane is below the sea level, and the upper base paving plane is above the sea level. The second layer is the breakwater toe area (112), which is laid on the inner side of the breakwater rockfill area (111). The paving uses stones of the second weight range, and the bottom plane of the paving is level with the bottom plane of the breakwater rockfill area (111). The third layer is the wave-breaking cushion layer (113), which is evenly laid on the wave-breaking rock pile area (111) and the wave-breaking dam toe area (112). The stones used are of the third weight range, and the width of the layer laid to the outermost side of the wave-breaking rock pile area (111) exceeds the outer range of the wave-breaking rock pile area (111), and the bottom plane of the layer is level with the bottom plane of the wave-breaking rock pile area (111). The fourth layer is the wave-proof cover layer (114), which is evenly covered on the wave-proof cushion layer area (113). It is laid with stones of the fourth weight range and laid outwards from the wave-proof cushion layer area (113), but the width does not exceed the outermost range of the wave-proof cushion layer area (113).

3. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The width of the breakwater (11) is greater than that of the left breakwater (12). One side of the breakwater (11) is connected to the left breakwater (12), and the connection gradually narrows to be equal to the width of the left breakwater (12). The other side of the breakwater (11) is an arc-shaped structure, and an opening is formed between it and the right breakwater (13).

4. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The left embankment (12) is divided into four layers from bottom to top: The first layer is the left pile area (121), which is paved with stones of the first weight range. The paving section is an isosceles trapezoid with the following specifications: the width of the lower base is greater than the width of the upper base. The lower base paving surface is below the sea level, and the upper base paving surface is above the sea level. The width of the side connected to the breakwater (11) is greater than the width near the shore. The second layer is the left dam toe area (122), which is laid on the inner side of the left pile area (121). The paving uses stones of the second weight range, and the bottom plane of the paving is flush with the bottom plane of the left pile area (121). The third layer is the left cushion layer area (123), which is laid on the left pile area (121) and the left dam toe area (122). The inner side is laid with stones of the third weight range, the top and the outer side are laid with stones of the fifth weight range, and the extension extends outward. The bottom plane of the extension is level with the plane of the left pile area (121). The fourth layer is the left paving layer (124), which is evenly laid on the left cushion layer area (123). The paving uses stones of the sixth weight range and is laid outwards from the left cushion layer area (123), but the width does not exceed the outermost range of the left cushion layer area (123).

5. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The right embankment (13) is divided into four layers from bottom to top: The first layer is the right rock pile area (131), which is paved with stones of the first weight range. The paving section is an isosceles trapezoid with the following specifications: the width of the lower base is greater than the width of the upper base. The lower base paving surface is below the sea level, and the upper base paving surface is above the sea level. The width on the side closer to the breakwater (11) is greater than the width on the side closer to the shore. The second layer is the right dam toe area (132), which is laid on the inner side of the right rubble pile area (131). The paving uses stones of the second weight range, and the bottom plane of the paving is flush with the bottom plane of the right rubble pile area (131). The third layer is the right cushion layer area (133), which is laid on the right piled stone area (131) and the right dam toe area (132). The inner side is laid with stones of the third weight range, and the top and outer sides are laid with stones of the fifth weight range, which extend outwards. The bottom plane of the extended laying is flush with the plane of the right piled stone area (131). The fourth layer is the right paving area (134), which is evenly laid on the right cushion layer area (133). The paving uses stones of the sixth weight range and is laid outwards from the right cushion layer area (133), but the width does not exceed the outermost range of the right cushion layer area (133).

6. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The bottom slab and surrounding walls of the sedimentation tank (3) are covered with two layers of bedding: The first layer of the foundation uses stones of the first diameter range. A certain length of sloping section is laid towards the bank. After a certain length of horizontal laying, a bank revetment (14) is formed. It is laid towards the left bank (12) to the foot of the left bank (12), towards the right bank (13) to the foot of the right bank (13), and towards the water diversion channel (2) to the bottom plate of the water diversion channel (2). It is also provided with two steps. The second layer consists of stones of the second weight range, evenly laid on top of the first layer.

7. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The breakwater (11) is set horizontally to the coastline.

8. The multifunctional seawater desalination intake structure according to claim 1, characterized in that, The water diversion pipeline (4) has a valve well (5) at the middle valve.

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