CN201704090U - Manual infiltration system for water gotten from source close to river - Google Patents
Manual infiltration system for water gotten from source close to river Download PDFInfo
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- CN201704090U CN201704090U CN2010201345497U CN201020134549U CN201704090U CN 201704090 U CN201704090 U CN 201704090U CN 2010201345497 U CN2010201345497 U CN 2010201345497U CN 201020134549 U CN201020134549 U CN 201020134549U CN 201704090 U CN201704090 U CN 201704090U
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Abstract
The utility model discloses a manual infiltration system for water gotten from a source close to a river, which comprises a headrace and an infiltration system; the headrace consists of a water inlet open channel, a water outlet open channel and a rectangular channel, the water inlet open channel is positioned at the upstream side of the infiltration system, the rectangular channel is embedded at the position where the water inlet open channel is contacted with the infiltration system, the water outlet open channel is positioned at the downstream side of the infiltration system, and the rectangular channel is embedded at the position where the water outlet open channel is contacted with the infiltration system; and the infiltration system consists of a manual infiltration field, a water level observation pipe and a water collection open channel, the water collection open channel is arranged at one side of the manual infiltration field, and the water level observation pipe is arranged in the manual infiltration field. Three manual infiltration layers are as follows: the bottommost layer is paved by gravels; the intermediate layer is paved by coarse sand; the topmost layer is paved by on-site aeolian sand; and a layer of geotextile is laid on the upper part of the aeollian sand. For the manual infiltration system, the overhauling and the cleaning are convenient, the construction structure is simple and the manufacturing cost is low.
Description
Technical field
The utility model relates to a kind of water conservancy water intake engineering, especially is close to the river water intaking and high silt river water is carried out filtering artificial filtration system.
Background technology
At present, known water conservancy water intake system has a variety of, bridge pier type water intake system as shown in Figure 1, vertical shaft type pump house water intake system shown in Figure 2, chute formula water intake system shown in Figure 3, high pressure soakaway pit system shown in Figure 4, and build jointly or divide build gravity flow tubular type water intake system, the bank pump well is offered prosopyle water intake system, siphon pipe water intake system, the direct water intake system of water pump suction pipe, large opening well, pipe well etc.
There are some significant disadvantages in these water conservancy water intake systems in practice with in using, as: build jointly or divide the water inlet head of building gravity flow tubular type water intake system to stretch in the riverbed, maintenance and clean all inconvenience; To high mud and sand water quality inferiority that river is got, can not meet consumers' demand well; Down-hole sand setting during high turbidity.The bank pump well is offered the prosopyle water intake system can't solve quality problem at the big river of silt particle.The siphon pipe water intake system need be installed a cover vacuum-lines system, and when the siphon caliber was big, the time of starting shipment was long, and operation inconvenience can't solve the high mud and sand problem.The direct water intake system of water pump suction pipe is subject to stop up when river silt particle grain diameter is big, and the water pump impeller wearing and tearing are very fast.The engineering complexity of bridge pier type water intake system, cost is too high.The water-supply method of vertical shaft type pump house water intake system can't be satisfied with high mud and sand river, northern Shensi.Though chute formula water intake system can be removed the part silt particle, can't satisfy the water needs.High pressure soakaway pit system is applicable to some location in river, but this water intake facilities executive cost height, and it is fast to build up the back aquifer yield rate of decay.
Summary of the invention
In order to overcome the maintenance of existing water conservancy water intake system and to clean inconvenience, the water quality inferiority of getting, engineering complexity, the high deficiency of cost, the utility model provides a kind of river artificial filtration system of fetching water that is close to.
The technical scheme that its technical problem that solves the utility model adopts is: be close to the river artificial filtration system of fetching water and comprise headrace and filtration system; Headrace comprises into water open channel, water outlet open channel and rectangular weir, the water inlet open channel is positioned at the upstream side of filtration system, the water inlet open channel contacts with filtration system to handle establishes rectangular weir, and the water outlet open channel is positioned at the downstream side of filtration system, and water outlet open channel and filtration system contact position are buried rectangular weir underground; Filtration system comprises artificial diafiltration field, observation of stage pipe and the open channel that catchments, and the open channel that catchments is arranged on a side of artificial diafiltration field, and the observation of stage pipe is installed in the artificial diafiltration field.
All use brickly with sidewall at the bottom of the canal of water inlet open channel, water outlet open channel, cement sand plaster, canal section are trapezoidal.
The top width of water inlet open channel, water outlet open channel canal section is 1m, bottom width 0.8m, degree of depth 0.8m, and gradient 7 ‰ constructions are pressed in the bottom surface.
Artificial diafiltration field comprises diffusion cell, artificial filtering layer and the hidden pipe that catchments.
The diffusion cell is a rectangular parallelepiped, the bottom surface level, and with laying geomembrane anti-seepage all around.
The diffusion cell is the rectangular parallelepiped of long 20m, wide 8m, dark 1.5m.
Artificial filtering layer is divided into three layers, and the lowest layer adopts the gravel shop to fill out; The middle layer adopts the coarse sand shop to fill out; Top layer adopts on-the-spot drift-sand shop to fill out; One deck geotextile is laid on drift-sand top.
The thickness of the lowest layer is 0.5m, adopts the gravel shop of diameter 4-10mm to fill out; The thickness in middle layer is 0.2m, adopts the coarse sand shop of diameter 0.5-2mm to fill out; The thickness 0.3m of top layer adopts on-the-spot drift-sand shop to fill out.
The observation of stage pipe places catchment hidden pipe top and adjacent two to catchment between the hidden pipe respectively.
Observation of stage pipe top is real pipe, and the bottom is that porosity is 5% inlet segment, and inlet segment outsourcing geotextile prevents the prosopyle obstruction.
The beneficial effects of the utility model are that artificial filtration system adopts type material, can increase water permeability, thereby increases the transformation efficiency of high mud and sand river; Be primarily aimed at the high mud and sand river and can accomplish disposable desanding processing; The material price that artificial filtration system adopts is cheap, and the top layer drift-sand can be gathered materials on the spot, and construction costs is cheap, as middle-size and small-size villages and small towns resource of water supply, builds the filtration system of the about 1km of length, and construction costs needs about 50,000 yuan approximately.
Description of drawings
Below in conjunction with drawings and Examples the utility model is further specified.
Fig. 1 is the structural representation of bridge pier type water intake system of the prior art.
Fig. 2 is the structural representation of vertical shaft type pump house water intake system of the prior art.
Fig. 3 is the structural representation of chute formula water intake system of the prior art.
Fig. 4 is the structural representation of high pressure influent well of the prior art system.
Fig. 5 is the floor map of artificial filtration system of the present utility model.
Fig. 6 is an artificial structure of filtering layer sectional drawing of the present utility model.
Fig. 7 is the position view of the sighting tube of the present utility model and the hidden pipe that catchments.
Fig. 8 is filtration system of the present utility model water level duration curve figure in the sighting tube when moving for the first time.
Fig. 9 is filtration system of the present utility model water level duration curve figure in the sighting tube when moving for the second time.
Figure 10 is the duration curve figure of filtration system of the present utility model collecting water from runoff when moving for the first time.
Figure 11 is the duration curve figure of filtration system of the present utility model collecting water from runoff when moving for the second time.
Figure 12 is the graph of a relation of filtration system of the present utility model flooding quantity and collecting water from runoff when moving for the first time.
Figure 13 is a diafiltration process flow sheet of the present utility model.
Among the figure: 1. sighting tube, 2. artificial diafiltration field, the open channel that 3. catchments, 4. water inlet open channel, 5. water outlet open channel, 6. rectangular weir, hidden pipe 7. catchments.
Embodiment
The fetch water place of artificial filtration system, river of being close to of the present utility model is positioned at the overbank district on bank, river.The river can be high waste stream, the place is built up in the overbank district of high waste stream, but its result has certain generalization.The overbank width is bigger, and on the right side, place an artificial canal is arranged, and water in a canal directly draws from high waste stream, the water inlet water source when moving as artificial filtration system.
(1) artificial filtration system structure
As shown in Figure 5, artificial filtration system comprises headrace and filtration system.The function of headrace is a guiding river turnover filtration system, and filtration system is the device of the high silt river water cleaning that will be imported by headrace.
(1) headrace
Headrace comprises into water open channel 4, water outlet open channel 5 and rectangular weir 6, water inlet open channel 4 is positioned at the upstream side of filtration system, water inlet open channel 4 is buried rectangular weir 6 underground with the filtration system contact position, and water outlet open channel 5 is positioned at the downstream side of filtration system, and water outlet open channel 5 is also buried rectangular weir 6 underground with the filtration system contact position.At the bottom of each canal canal with sidewall all use brick, cement sand plaster.The canal section is trapezoidal, and top width is 1m, bottom width 0.8m, degree of depth 0.8m, and gradient 7 ‰ constructions are pressed in the bottom surface.
(2) filtration system
Filtration system comprises: artificial diafiltration field 2, observation of stage pipe 1 and the open channel 3 that catchments.The open channel 3 that catchments is arranged on a side of artificial diafiltration field 2, and observation of stage pipe 1 is installed in the artificial diafiltration field 2.The open channel 3 that catchments adopts brick, cement sand plaster, and Section Design is a rectangle, long 20m, wide 0.5m, dark 0.5m, the canal bottom surface is lower than filter layer bottom surface 0.3m during excavation, the current of deriving with the hidden pipe that guarantees to catchment are drained unobstructed, and flow down roam all around the would along the river to channel of excavation, and water can be drained naturally.
The hidden pipe that catchments adopts the DL110AM type high-quality pvc pipe of wall thickness 4mm, Φ 110mm.Be processed into filter pipe by quincunx cloth hole, water hole diameter 10mm, porosity 10%, pipe outsourcing geotextile.Hidden pipe is laid in the bottom gravel of diffusion cell, 0.1m at the bottom of the pond, and parallel laid is 21 altogether, lays 1 for every meter, and an end directly inserts the open channel that catchments.
(2) observation device design
(1) flow observation device
Manage respectively in water inlet open channel 4, water outlet open channel 5 and filtration system contact position and to establish rectangular weir 6 with observation flooding quantity and aquifer yield; Bury rectangular weir 6 observation water withdrawals underground at open channel 6 ends that catchment.
(2) observation of stage device
For obtaining the flow shape in the diffusion cell, observation of stage pipe 1 is installed in filtration system, and observation of stage pipe 1 adopts NS-G-40B type Φ 40 * 1.85mm high-quality pvc pipe, pipe range 1.4-1.45m, place catchment hidden pipe 7 tops and adjacent two to catchment between the hidden pipe 7 respectively, lay 10 altogether.Observation of stage pipe 1 top is real pipe, and bottom inlet segment porosity is 5%, and inlet segment outsourcing geotextile prevents the prosopyle obstruction.Observation of stage pipe 1 is seen Fig. 5 and Fig. 7 with the relative position of the hidden pipe 7 that catchments.Among Fig. 5,10 observation of stage pipes are separately positioned on H1-1, H1-2, H2-1, H2-2, H3-1, H3-2, H4-1, H4-2, H5-1, the H5-2 position of artificial diafiltration field 2.
Depth of water variation is observed by three scales on the main flow aligenment direction of diafiltration field in the artificial diafiltration field 2.
(3) artificial filtration system operation result is analyzed
(1) silting rule in the diffusion cell
Carry a large amount of silt in the river, flow through the back forms one deck uneven thickness on its surface shale layer from artificial diffusion cell.Silting thickness mainly is subjected to the influence of flow velocity in the diffusion cell, and on main flow aligenment, the shale layer thickness is less, and only 2-10cm is bigger at other position thickness, the thickest reaching more than the 40cm.
(2) catchment water quality and sediment charge Changing Pattern in the open channel
Twice operation just, in, latter stage, in the water inlet open channel 4 and the open channel that catchments, 3 take water sample respectively, carried out the water quality letter and analyzed.Can find out through contrast, the basic no change of water quality, but the water from diffusion sediment concentration changes greatly.
Table 1 is to move the monitoring result that different steps is monitored the sediment concentration of diafiltration water intaking at twice, as can be seen from Table 1, at initial operating stage, the sediment charge of diafiltration water intaking is big (357mg/L), but, illustrate that filtration system is very strong to the filtration capacity of silt much smaller than the sediment charge of river.In second time operational process, the sediment charge in the diafiltration water intaking is low and comparatively stable, average out to 1.5mg/L.
The sediment charge contrast table of water in table 1 filtration system
(3) water level variation in the diffusion cell
Observed the depth to water of different positions in the filtration system in operational process, twice its rule of operation phase is basic identical.Each sighting tube water level duration curve is seen Fig. 8, Fig. 9, and wherein, Fig. 8 is the water level duration curve figure in the sighting tube when moving for the first time, and Fig. 9 is the water level duration curve figure in the sighting tube when moving for the second time.
Because the diffusion cell median water level is lower, places first group of sighting tube (H1-1, H2-1, H3-1, H4-1 and H5-1 place) on the hidden pipe top of catchmenting anhydrous, places the sighting tube that catchments between the hidden pipe to can observe water level.
By observation of stage as can be seen, upstream and downstream sighting tube (H1-2, H3-2 place) water level is higher than intermediate sight pipe (H2-2 place) water level; Both sides, diffusion cell sighting tube (H4-2, H5-2 place) median water level is a little more than middle part sighting tube (H2-2 place), and the flow direction of water from diffusion is a doline.The different positions water level sees Table 2.
Different positions water level contrast table in table 2 filtration system
Annotate: suppose that southern side, diffusion cell ground elevation is 0.00m.
(4) water withdrawal Changing Pattern
Twice operation water withdrawal seen Figure 10, Figure 11, and wherein, Figure 10 is the duration curve figure of collecting water from runoff when moving for the first time, and Figure 11 is the duration curve figure of collecting water from runoff when moving for the second time.
From Figure 10, Figure 11 as can be seen, at initial operating stage, water withdrawal becomes maximum (operate to 50min for the first time, operate to 80min for the second time) rapidly by zero, reaches to prolong in time after the maximum value to diminish gradually; The rangeability initial stage is bigger, and is backward more little more, tends towards stability to the end.After twice operation proceeded to 61h, 40h respectively, water yield size substantially no longer changed in the open channel that catchments, and the water withdrawal after stable is respectively 0.39,0.56m
3/ dm
2
Figure 12 is the graph of a relation of filtration system flooding quantity and collecting water from runoff when moving for the first time, and as can be seen from Figure 12, at the initial operating stage first time, the linear substantially correlationship of water withdrawal and flooding quantity illustrates that in this stage, water withdrawal mainly is subjected to the influence of flooding quantity.Moving for the first time the later stage and for the second time in service, the relation of water withdrawal and flooding quantity does not have evident regularity, and the size of water withdrawal should be relevant with the penetrating power of filtering layer.
(5) influence the principal element of water withdrawal
The variation of water withdrawal mainly is subjected to the influence of artificial filtering layer penetrating power in the filtration system, and the permeability coefficient size is relevant with the structure (granular size, arrangement, secretion etc.) of medium.
According to observational data, do not observe water level between header and the top filtering layer, the water that flows through in the diffusion cell exists with the water that oozes down to be taken off, and according to Darcy's law, can think that its hydraulic gradient is 1.Water withdrawal only is subjected to the influence of filtering layer permeability coefficient and water intaking area:
Q＝kB
Wherein: Q-water withdrawal (m
3/ d);
K-permeability coefficient (cm/s);
B-water intaking area (m
2).
According to Darcy's law, at the fs initial operating stage, the water withdrawal maximum can reach 1018.45m
3/ d, the water intaking area is 160m
2, permeability coefficient is 7.37 * 10
-3Cm/s, two stage operations reach when stablizing, and water withdrawal is respectively 63.2m
3/ d and 22.4m
3/ d, the water intaking area is respectively 160m
2And 40m
2, permeability coefficient is respectively 4.57 * 10
-4Cm/s and 6.48 * 10
-4Cm/s.
At initial operating stage, directly by infiltering in the filtration system under the medium sand of top, the silt that river carries is filling top filtering layer gradually for river, and piles up the shale layer of one deck uneven thickness on the top layer, and water withdrawal is diminished by the influence of shale layer gradually.Shale layer sampling analysis by to end of run the time, its major ingredient is a powder, and void ratio is slightly different at different positions, and filtration system water-in, middle part and water outlet position are respectively 0.714,0.754 and 0.753.
The permeability coefficient of soil can proximately utilize following formula to calculate:
Wherein: k-permeability coefficient, cm/s
d
10-effective size of grain accounts for 10% of total mass less than the native content of this particle diameter
The void ratio of e-soil
The shale layer permeability coefficient be approximately
k＝2×0.005
2×0.75
2＝2.8×10
-5cm/s(6×10
-6)
According to engineering geology handbook (third edition), the permeability coefficient of medium sand is 10
-2Cm/s.
From above-mentioned data as can be seen, at initial operating stage, when filtering layer top does not have shale layer deposition, its permeability coefficient is near the permeability coefficient of medium sand, when shale layer replacement medium sand becomes the factor that influences the filtration system penetrating power, because the spreading depth of shale layer in the diafiltration field differs greatly, it is minimum not have accumulation or thickness on main flow aligenment substantially, and the permeability coefficient that obtains is slightly larger than experimental formula and calculates gained.
According to operation result, the water intaking ability of filtration system is subjected to the influence of shale layer ulking thickness, and main flow aligenment position shale layer ulking thickness is less in the filtration system, and penetrating power is stronger relatively.In test for the first time, the diffusion cell width is 8m, the not enough 1m of main flow aligenment width, and the unit surface water withdrawal is 0.39m
3/ d; For the second time in the test, the diffusion cell width is 2m, the main flow aligenment width with test the first time identically, the unit surface water withdrawal is 0.56m
3/ d; Twice test water withdrawal differs greatly, and its reason is that main flow aligenment area proportion difference in whole filtration system causes.Therefore in engineering was used, only the accumulation that need take suitable engineering measure to reduce the shale layer can reach the raising of unit surface water withdrawal.
From catchment Analysis Results of Water Quality the open channel of twice test, transformation by filtration system, river after the processing can be used as local industry and domestic water water source, and the total dissolved solid of water from diffusion is less than 0.6g/L, sediment charge 1.3-1.7mg/L (handling preceding greater than 5000mg/L).
Flow velocity is to influence the principal element that shale is piled up, and early stage, the diffusion cell width of design was 8m and 2m, and the width of water inlet open channel 0.5m only, flow velocity slowed down after current entered filtration system, caused the silt bulk deposition.We are designed to both width identical in actual engineering.Reduced the accumulation of silt so greatly.
(4) diafiltration technical process
Figure 13 is a diafiltration process flow sheet of the present utility model.Below in conjunction with the development research of filtration system diafiltration technology is described at Wudinghe River.
Many artificial canals have been built as irrigation in the Wudinghe River limit, width of the channel is generally 2m, in actual applications, can utilize artificial canal to build filtration system, promptly at the bottom of canal, lay artificial filtering layer, side at canal is provided with water storage device, can significantly reduce engineering cost like this, and can solve the influence that flow velocity slows down.According to different need water requirements, the filtration system of the different scales of can constructing for middle-size and small-size villages and small towns, only needs construction 1km long, and the water yield can reach 1120m
3More than/the d, can satisfy water requirements substantially.The Wudinghe River flow is bigger, and minimum annual runoff reaches 7.18 * 10
8m
3, annual cutout fate only 3-6 days, river are through behind the filtration system, and the water that oozes down still not can be used for irrigating or flowing back in the Wudinghe River water, can construct continuously in different sections.
In broad location, river course, can build many parallel channels as filtration system, the length that reduces filtration system can be arranged like this, do not influence water percolating capacity again.
For industrial and mining enterprises' water, adopt channel filtration system and riverbed filtration system combination water intaking, remove and at the bottom of canal, build the filtration system place, the structures that catchment can be built in the riverbed, the district builds auxiliary facilities such as collection gallery in overbank, and Figure 13 is seen in the diafiltration technical process.The top filtering layer adopts the anti-material that washes away during construction, as the braiding composite earthwork cloth etc., and takes certain engineering measure, makes filtration system can carry out the removing of top layer shale layer after operation for some time.Wudinghe River riverbed width is built a long 1km and can be carried out the removing of top layer shale layer about 20m.Wudinghe River riverbed width is built the riverbed filtration system of a long 1km about 20m, water withdrawal can reach 11200m
3/ d.
(5) artificial filtration system development and use are analyzed
(1) according to test result analysis, adopting artificial filtration system is basic feasible solution to the resource utilization conversion of high silt river, and its water yield can satisfy the needs of general villages and small towns domestic water and middle-size and small-size industrial and mining enterprises, has good engineering feasibility.
(2) most of regional high silt river that all has similar northern Shensi Loess Plateau Region in the middle reaches, the Yellow River, this method can progressively be promoted in the high waste stream of middle Yellow River regions.
(3) utilize artificial filtration system to take high silt river, construction is simple, draws materials conveniently; executive cost is cheap; and utilized present stage by a large amount of idle surface water, saved the groundwater resource that lack day by day, socio-economic development and ecological environmental protection have been had great significance.
(4) for general villages and small towns domestic water, can adopt the canal system filtration system, the filtration system of promptly on the basis of existing man-made irrigation canal, constructing; For middle-size and small-size industrial and mining enterprises water, adopt channel filtration system and riverbed filtration system combination water intaking, remove and at the bottom of canal, build the filtration system place, the structures that catchment can be built in the riverbed, the district builds auxiliary facilities such as collection gallery in overbank.
(5) adopt the resource of water supply of filtration system as underground water shortage location, its engineering cost is cheaper, and is with low content of technology, is easy to promote.
(6) operation of filtration system is subjected to seasonal effect bigger, and the captation of filtration system should place below ground or adopt antifreezing measures, in order to avoid freezed in winter causes system failure.
(7) filtration system is built the position and should be in more than the flood line, or adopts the material that can resist flood.
(8) filtration system should be removed surperficial silt after operation for some time according to circumstances.
(9) according to the difference of water intaking purposes, should take corresponding water conservation measure, strengthen environment protection, avoid river contaminated river.
The foregoing description is a better embodiment of the present utility model; but embodiment of the present utility model is not restricted to the described embodiments; other any do not deviate from the change done under spirit of the present utility model and the principle, substitutes, combination, simplify; all should be the substitute mode of equivalence, be included within the protection domain of the present utility model.
Claims (10)
1. one kind is close to the river artificial filtration system of fetching water, and comprises headrace and filtration system; Headrace comprises into water open channel (4), water outlet open channel (5) and rectangular weir (6), water inlet open channel (4) is positioned at the upstream side of filtration system, water inlet open channel (4) is buried rectangular weir (6) underground with the filtration system contact position, water outlet open channel (5) is positioned at the downstream side of filtration system, and water outlet open channel (5) is buried rectangular weir (6) underground with the filtration system contact position; It is characterized in that: filtration system comprises artificial diafiltration field (2), observation of stage pipe (1) and the open channel that catchments (3), and the open channel that catchments (3) is arranged on a side of artificial diafiltration field (2), and observation of stage pipe (1) is installed in the artificial diafiltration field (2).
2. river artificial filtration system of fetching water that is close to as claimed in claim 1 is characterized in that: all use brickly with sidewall at the bottom of the canal of water inlet open channel (4), water outlet open channel (5), cement sand plaster, canal section are trapezoidal.
3. river artificial filtration system of fetching water that is close to as claimed in claim 2, it is characterized in that: the top width of water inlet open channel (4), water outlet open channel (5) canal section is 1m, bottom width 0.8m, degree of depth 0.8m, the bottom surface press gradient 7 ‰ and is constructed.
4. river artificial filtration system of fetching water that is close to as claimed in claim 1, it is characterized in that: artificial diafiltration field (2) comprises diffusion cell, artificial filtering layer and the hidden pipe that catchments (7).
5. river artificial filtration system of fetching water that is close to as claimed in claim 4, it is characterized in that: the diffusion cell is a rectangular parallelepiped, the bottom surface level, and with laying geomembrane anti-seepage all around.
6. river artificial filtration system of fetching water that is close to as claimed in claim 5 is characterized in that: the diffusion cell is long 20m, wide 8m, the rectangular parallelepiped of 1.5m deeply.
7. river artificial filtration system of fetching water that is close to as claimed in claim 4, it is characterized in that: artificial filtering layer is divided into three layers, and the lowest layer adopts the gravel shop to fill out; The middle layer adopts the coarse sand shop to fill out; Top layer adopts on-the-spot drift-sand shop to fill out; One deck geotextile is laid on drift-sand top.
8. river artificial filtration system of fetching water that is close to as claimed in claim 7, it is characterized in that: the thickness of the lowest layer is 0.5m, adopts the gravel shop of diameter 4-10mm to fill out; The thickness in middle layer is 0.2m, adopts the coarse sand shop of diameter 0.5-2mm to fill out; The thickness 0.3m of top layer adopts on-the-spot drift-sand shop to fill out.
9. river artificial filtration system of fetching water that is close to as claimed in claim 1, it is characterized in that: observation of stage pipe (1) places respectively between the hidden pipe that catchments (7) top and adjacent two hidden pipes that catchment (7).
10. river artificial filtration system of fetching water that is close to as claimed in claim 1, it is characterized in that: observation of stage pipe (1) top is real pipe, and the bottom is that porosity is 5% inlet segment, inlet segment outsourcing geotextile prevents that the prosopyle from stopping up.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201345497U CN201704090U (en) | 2010-03-18 | 2010-03-18 | Manual infiltration system for water gotten from source close to river |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201345497U CN201704090U (en) | 2010-03-18 | 2010-03-18 | Manual infiltration system for water gotten from source close to river |
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ID=43441245
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104264739A (en) * | 2014-10-21 | 2015-01-07 | 重庆中设工程设计股份有限公司 | Side river underground water taking surface water recharging back wash engineering structure |
| CN104695506A (en) * | 2014-11-21 | 2015-06-10 | 马玉欣 | Ground surface sunken submerged filter tank infiltrating water intake method and system |
| CN115012371A (en) * | 2021-10-15 | 2022-09-06 | 长江水利委员会长江科学院 | Side seepage type bending non-spiral water taking structure |
-
2010
- 2010-03-18 CN CN2010201345497U patent/CN201704090U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104264739A (en) * | 2014-10-21 | 2015-01-07 | 重庆中设工程设计股份有限公司 | Side river underground water taking surface water recharging back wash engineering structure |
| CN104695506A (en) * | 2014-11-21 | 2015-06-10 | 马玉欣 | Ground surface sunken submerged filter tank infiltrating water intake method and system |
| CN115012371A (en) * | 2021-10-15 | 2022-09-06 | 长江水利委员会长江科学院 | Side seepage type bending non-spiral water taking structure |
| CN115012371B (en) * | 2021-10-15 | 2024-01-12 | 长江水利委员会长江科学院 | Side seepage type bending spiral water-taking structure |
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