CN110820889A - Regional water and soil environment comprehensive treatment method - Google Patents
Regional water and soil environment comprehensive treatment method Download PDFInfo
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- CN110820889A CN110820889A CN201911148603.5A CN201911148603A CN110820889A CN 110820889 A CN110820889 A CN 110820889A CN 201911148603 A CN201911148603 A CN 201911148603A CN 110820889 A CN110820889 A CN 110820889A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 297
- 239000002689 soil Substances 0.000 title claims abstract description 52
- 238000000034 method Methods 0.000 title claims abstract description 49
- 239000003673 groundwater Substances 0.000 claims abstract description 52
- 230000008569 process Effects 0.000 claims abstract description 30
- 230000009467 reduction Effects 0.000 claims abstract description 8
- 230000001276 controlling effect Effects 0.000 claims abstract description 7
- 238000002955 isolation Methods 0.000 claims abstract description 7
- 230000001105 regulatory effect Effects 0.000 claims abstract description 6
- 238000009933 burial Methods 0.000 claims description 40
- 238000001704 evaporation Methods 0.000 claims description 34
- 230000008020 evaporation Effects 0.000 claims description 34
- 239000000463 material Substances 0.000 claims description 23
- 230000035699 permeability Effects 0.000 claims description 12
- 238000010276 construction Methods 0.000 claims description 11
- 238000011049 filling Methods 0.000 claims description 11
- 239000002352 surface water Substances 0.000 claims description 9
- 239000011248 coating agent Substances 0.000 claims description 7
- 238000000576 coating method Methods 0.000 claims description 7
- 238000005520 cutting process Methods 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 7
- 238000005086 pumping Methods 0.000 claims description 7
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 claims description 5
- 230000009189 diving Effects 0.000 claims description 5
- 230000008595 infiltration Effects 0.000 claims description 5
- 238000001764 infiltration Methods 0.000 claims description 5
- 239000011780 sodium chloride Substances 0.000 claims description 5
- 239000004745 nonwoven fabric Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 description 4
- 239000000945 filler Substances 0.000 description 3
- 238000001914 filtration Methods 0.000 description 3
- 230000002262 irrigation Effects 0.000 description 3
- 238000003973 irrigation Methods 0.000 description 3
- 150000003839 salts Chemical class 0.000 description 3
- 239000003513 alkali Substances 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 229920000114 Corrugated plastic Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F1/00—Methods, systems, or installations for draining-off sewage or storm water
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F1/00—Methods, systems, or installations for draining-off sewage or storm water
- E03F1/002—Methods, systems, or installations for draining-off sewage or storm water with disposal into the ground, e.g. via dry wells
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/02—Arrangement of sewer pipe-lines or pipe-line systems
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/04—Pipes or fittings specially adapted to sewers
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
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- Engineering & Computer Science (AREA)
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a regional water and soil environment comprehensive treatment method, which comprises the steps of constructing a groundwater level regulating and controlling system based on a water circulation process underground in a region to be treated, constructing a regional rainfall flood reduction system on the surface of the region to be treated, and carrying out isolation protection and permeation enhancement treatment on the water and soil environment of the region to be treated by combining the groundwater level regulating and controlling system based on the water circulation process and the regional rainfall flood reduction system. By constructing the intercepting and seepage ditch and laying the drainage underground pipe, the underground water level is reduced, the salinization trend of regional soil is blocked, the water and soil environment of the region is improved, and the sustainable development capability of the region to be treated is enhanced; meanwhile, the invention supplies the ecological water for the area to be treated by utilizing the increased water resource amount in the underground water level regulation and control process, thereby increasing the water amount which can be utilized by the area ecology.
Description
Technical Field
The invention belongs to the technical field of regional water and soil environment comprehensive treatment, and particularly relates to a design of a regional water and soil environment comprehensive treatment method.
Background
At present, coastal cities such as Tianjin and Dongying in China, traditional irrigation areas such as Yinchuan and the like, and regions with strong evaporation in northwest face the threat of land salinization, so that the corrosion of airports, buildings and the like is caused, the cost of urban greening, road construction and the like is high, the land productivity is reduced, and even desertification is caused. For example, in the construction of green lands in cities in Dongying cities, the soil with the surface depth of 1.5m needs to be changed, and alkali discharge pipes need to be laid at the same time, so that the construction quality of the green lands can be basically guaranteed. For cultivated land, salt is irrigated by flood irrigation at intervals to ensure basic production capacity. Thus, land salinization affects the development quality and healthy sustainable development ability of cities.
The reason for this is that the shallow groundwater is buried deeper than the evaporation depth of the water, the salt content of the soil bottom layer or groundwater rises to the surface with the capillary water, and after evaporation of the water, the salt content accumulates in the surface soil. The Chinese saline soil (or called saline-alkali soil) has wide distribution range, large area and many types, and the total area is about 1 hundred million hm2Mainly occurs in arid, semiarid and semihumid areas, and coastal and lake cities with flat terrain.
Meanwhile, as China belongs to subtropical monsoon climate, rainfall is concentrated in summer, urban waterlogging is severe, rainfall is rare in other seasons, and urban ecological water demand is difficult to guarantee. Meanwhile, the water environment deterioration and other problems are caused by the reasons that the urban treatment process is relatively lagged, the construction of urban sewage and rainwater collection pipe networks is lagged, the urban garbage treatment is incomplete and the like. In China, in order to implement the strictest water resource management, the water intake upper limit index is decomposed into counties, and because the current water resource supply is seriously insufficient, the water intake amount of many regions is close to the upper limit, ecological civilization construction is carried out under the background, and water competition between ecological water and economic development is intense.
Disclosure of Invention
The invention aims to solve the problems that the regional water and soil environment is deteriorated and ecological water cannot be guaranteed due to the salinization of the land at present, and provides a regional water and soil environment comprehensive treatment method.
The technical scheme of the invention is as follows: a regional water and soil environment comprehensive treatment method comprises the following steps:
s1, constructing a water circulation process-based underground water level control system underground in the area to be treated;
s2, constructing a regional rainfall flood reduction system on the surface of the region to be treated;
s3, combining the underground water level regulating and controlling system based on the water circulation process and the regional rainfall flood reducing system to carry out isolation protection and infiltration enhancement treatment on the water and soil environment of the region to be treated.
Further, step S1 includes the following substeps:
s11, laying intercepting ditches at the periphery of the area to be treated, cutting off underground water supply channels inside and outside the area to be treated, burying the intercepting ditches at two sides of the periphery of a large-scale seepage water source of the area to be treated, cutting off hydraulic connection between main surface water and underground water in the area to be treated, filling materials with good water permeability in the intercepting ditches, laying drainage concealed pipes at the bottom, digging shallow ditches or filling ridges at two sides of the intercepting ditches, and enabling runoff generated near the intercepting ditches to flow along the shallow ditches or the ridges without permeating into the intercepting ditches during rainfall; in the process of converting water circulation into new balance, the underground seepage process needs longer time, and the treatment is carried out in a way of arranging drainage concealed pipes in an encrypted manner aiming at key forced drainage areas needing to quickly reduce the underground water level and treat salinization; and the burial depth of the intercepting and percolating ditch is determined by calculating the burial depth of the diving evaporation limit, so that the underground water level of the area to be treated is gradually reduced to a specified depth by a mode of ensuring that the drainage of the underground water in the area is larger than the supply of the underground water, and a new water circulation balance state is achieved, thereby eliminating the saline and alkaline in the area.
S12, dividing the area to be treated into a common area and a key forced drainage area which needs to reduce the underground water level quickly and treat salinization, and determining the pipe material, the outer coating material, the water flow, the pipe diameter and the burial depth of the drainage concealed pipes of the common area and the key forced drainage area respectively, and the distance between the drainage concealed pipes of the key area which needs to be treated by the way of arranging the drainage concealed pipes in an encrypted manner.
S13, according to the hydraulic power ratio drop of the drainage concealed pipe, every horizontal distance l0And arranging a drainage well between the two sections of drainage concealed pipes, and determining the total number of the drainage wells.
S14, arranging a pump station unit consisting of a water pump and a motor at the bottom of each drainage well, determining the peak shifting starting time of the water pump according to the peak condition of power consumption, and determining the water pumping capacity of the water pump according to the fact that the pump station unit is started once a day to complete the construction of the underground water level regulation and control system based on the water circulation process.
Further, the calculation formula of the submersible evaporation limit burial depth in step S11 is:
where μ denotes the degree of water supply, Δ h denotes the depth of drop of the groundwater level per unit time, E0Showing the evaporation intensity near the surface, Δ being the depth of the submerged groundwater, Δ0For submerged evaporation limited buried depth, n0The soil texture related empirical index has a value of 1-3, and the minimum buried depth of the intercepting and percolating ditch is greater than the limit evaporation buried depth.
Further, in step S12, for the key forced drainage area where the groundwater level needs to be lowered quickly and the salinization needs to be managed, the drainage hidden pipe includes a water collecting pipe and a water suction pipe, the pipelines of the water collecting pipe are arranged in parallel, the included angle between the pipelines of the water collecting pipe and the flow direction of the groundwater is greater than or equal to 40 degrees, and the included angle between the water collecting pipe and the water suction pipe is 60 degrees; aiming at a common area, the drainage concealed pipe comprises a water collecting pipe.
Further, the pipe material of the drainage hidden pipe in the step S12 is a PE pipe, and the outer covering material is a non-woven fabric filter material.
Aiming at a common area, the calculation formula of the flow of the water passing through the drainage concealed pipe is as follows:
Q＝Qi×t×l
wherein Q represents the flow of water in the drainage hidden pipe of the common area, t represents the drainage time, l represents the length of the drainage hidden pipe, and QiThe flow rate of water flowing per unit length of the drainage concealed pipe in the common area is represented by the following calculation formula:
Qi＝Cq1(ht-h1)
wherein QiThe flow rate of water flowing per unit length of the drainage concealed pipe in the common area is shown, C is the flow coefficient of the drainage concealed pipe, htIndicates the designed groundwater depth h1Representing initial groundwater depth of burial, q1The formula of the formula is as follows:
wherein mu0Represents the permeability coefficient of soil, omega represents the groundwater surface shape correction coefficient, t represents the drainage time,
indicating the average evaporation intensity of groundwater during drainage.
Aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization, the calculation formula of the flow of the water passing through the drainage concealed pipe is as follows:
Q0＝Qj×t×l
wherein Q0Showing the flow of water in the drainage hidden pipe in the key forced drainage area, t showing the drainage time, l showing the length of the drainage hidden pipe, and QjThe flow of the water in the drainage concealed pipe in unit length in the key forced drainage area is represented by the following calculation formula:
Qj＝Cq0(ht-h1)
wherein C represents the flow coefficient of the drainage concealed pipe, q0Representing the design subsurface drainage modulus, htIndicates the designed groundwater depth h1Representing the initial groundwater burial depth.
Aiming at a common area, the pipe diameter calculation formula of the drainage concealed pipe is as follows:
wherein d represents the inner diameter of the drainage pipe of the general area, n represents the roughness of the inner wall of the drainage hidden pipe, α represents the correlation coefficient of the filling degree of water in the drainage hidden pipe, i represents the hydraulic power gradient of the drainage hidden pipe, and Q represents the water flow of the drainage hidden pipe of the general area.
Aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization, the pipe diameter calculation formula of the drainage concealed pipe is as follows:
wherein d is1Denotes the inner diameter of the suction pipe, d2Denotes the inner diameter of the water collecting pipe, n denotes the roughness of the inner wall of the drainage hidden pipe, α denotes the correlation coefficient of the filling degree of the water in the drainage hidden pipe, i denotes the hydraulic power gradient of the drainage hidden pipe, and Q0The water flow of the drainage concealed pipe in the key forced drainage area is shown.
The buried depth calculation formula of the drainage concealed pipe is as follows:
hp＝he+h+h0
wherein h ispIndicates the buried depth of the drainage concealed pipe, heThe underground water burial depth required by the area to be treated is shown, h represents the detention water head, h0Indicating the depth of the water in the drainage culvert.
The calculation formula of the distance between the drainage concealed pipes in the key area is as follows:
wherein L represents the spacing of the collector pipes in the drainage closed conduit, k represents the average permeability coefficient of the drainage area, H represents the head of water at the midpoint between the collector pipes, D represents the depth of the top of the impervious layer below the drainage closed conduit, q represents the depth of the impervious layer below the drainage closed conduit, and0the designed underground drainage modulus is represented by the following calculation formula:
where μ represents the degree of water supply, Ω represents the groundwater surface shape correction coefficient, and htIndicates the designed groundwater depth h1Represents the initial groundwater burial depth, t represents the drainage time,
indicating the average evaporation intensity of groundwater during drainage.
Further, the horizontal distance l between two adjacent drainage wells in step S130The calculation formula of (2) is as follows:
wherein l represents the length of the concealed pipe between two adjacent drainage wells, and l is i × hΔI represents the hydraulic power drop of the drainage concealed pipe, hΔAnd representing the difference of the buried depth of the drainage concealed pipe.
The total number n of drainage wells is calculated as:
wherein n is1Number of drainage wells, n, of the peripheral interception system of the area to be treated2Indicating the number of drainage wells, L, of the interception system in the area to be treated1Indicates the length of the region to be treated, L2The total length of the area needing to be laid with the drainage concealed pipe at the periphery of the area to be treated is shown.
Further, the water pumping capacity calculation formula of the water pump in the step S14 is as follows:
wherein Q1W represents the water inflow amount of the drainage concealed pipe in time T, and T represents the work of a pump station unitTime.
Further, step S2 is specifically: and (3) establishing a section structure of a natural plane section, a gentle slope section and a steep depth section on the cross section of the surface water system of the area to be treated, and establishing an overflow weir with adjustable height on the vertical section of the surface water system of the area to be treated to complete the construction of the area rainfall flood reduction system.
Further, step S3 includes the following substeps:
and S31, replenishing the water system in the area by using a drainage well in the underground water level control system based on the water circulation process to meet the ecological water requirement of the area to be treated.
And S32, utilizing the overflow weir to adjust the water system gradient to form a flowing condition.
S33, constructing a arbor-shrub zone by utilizing the natural plane section, constructing a shrub-grass zone by utilizing the gentle slope section, and constructing a conventional water surface landscape of the region by utilizing the steep deep section, thereby constructing a layered landscape zone.
S34, accumulating rainfall flood by using the space of the gentle slope section, and adjusting the discharge capacity of the area to be treated by using the overflow weir, thereby realizing the isolation protection and the permeation-increasing treatment of the water and soil environment of the area to be treated.
The invention has the beneficial effects that: according to the invention, the intercepting and percolating ditch is built, materials with good water permeability such as sand gravel are filled in the intercepting and percolating ditch, and the drainage concealed pipe is laid at the bottom, so that the underground water level is reduced, the shallow ditch or the ridge at the two sides of the intercepting and percolating ditch prevents runoff generated by rainfall from flowing into the intercepting and percolating ditch to cause water level return rise, the salinization trend of soil of the area to be treated is blocked, the water-soil environment of the area to be treated is improved, and the sustainable development capability of the area is enhanced; meanwhile, the invention supplies the ecological water for the area to be treated by utilizing the increased water resource amount in the process of regulating and controlling the underground water level, thereby increasing the ecological available water amount of the area to be treated.
Drawings
Fig. 1 is a flow chart of a regional water and soil environment comprehensive treatment method provided by an embodiment of the invention.
Fig. 2 is a schematic view of ridges formed on two sides of the infiltration intercepting trench according to the embodiment of the present invention.
FIG. 3 is a schematic view of shallow trenches dug at two sides of a cut trench according to an embodiment of the present invention.
Fig. 4 is a schematic view illustrating an arrangement form of a key area drainage concealed pipe according to an embodiment of the present invention.
Fig. 5 is a schematic view illustrating a buried depth of a drainage concealed pipe in a key area according to an embodiment of the present invention.
Fig. 6 is a schematic view of a groundwater level control system based on a water circulation process according to an embodiment of the present invention.
Description of reference numerals: 1-drainage well, 2-central area, 3-drainage concealed pipe, 4-seepage interception ditch, 5-ground, 6-pump station unit, 7-filler, 8-water suction pipe, 9-water collection pipe, 10-ridge and 11-shallow ditch.
Detailed Description
Exemplary embodiments of the present invention will now be described in detail with reference to the accompanying drawings. It is to be understood that the embodiments shown and described in the drawings are merely exemplary and are intended to illustrate the principles and spirit of the invention, not to limit the scope of the invention.
The embodiment of the invention provides a regional water and soil environment comprehensive treatment method, which comprises the following steps of S1-S3 as shown in figure 1:
and S1, constructing a water circulation process-based underground water level control system underground in the area to be treated.
The shallow groundwater is mainly supplied by precipitation, lateral supply and cross-flow supply of pressure-bearing groundwater, wherein the cross-flow supply amount is generally small. In the embodiment of the invention, the Dongying city is taken as an example, the groundwater level of the Dongying city is higher, the average rainfall P for many years is about 600mm, and the evaporation capacity E is about 1200 mm. After the intercepting ditches 4 are built and the drainage concealed pipes 3 are laid at the bottom, for the intercepting ditches at the periphery of the area, the underground water supply is arranged outside the treatment area, the supply source of the underground water in the area is cut off, the underground water burial depth at the side of the intercepting ditches close to the area outside the area is maintained at a constant position, the burial depth of the shallow underground water in the treatment area is reduced year by year from about 1m of the current situation until the new balance is achieved, for the intercepting ditches at the two sides of the water source area in the complex area with large-scale seepage water source areas such as a river channel, a reservoir and the like in the area, the underground water burial depth at the side close to the water source is maintained at a constant position due to the water supply, and the underground water burial depth at the side far away from the water source is reduced year by year from about. Therefore, it is important to construct intercepting ditches and drainage concealed pipes to intercept the lateral supply.
The step S1 includes the following substeps S11-S14:
s11, laying intercepting ditches 4 at the periphery of the area to be treated, cutting off underground water supply passages between the area to be treated and the outside, if large-scale seepage water sources such as riverways, reservoirs and the like exist in the area, burying the intercepting ditches 4 at the two sides of the periphery, and cutting off the hydraulic connection between the main surface water and the underground water in the area to be treated. As shown in fig. 2-3, the inside of the intercepting drain 4 is filled with fillers 7 with good water permeability such as sand gravel and the like, the drain pipe 3 is buried at the bottom of the intercepting drain 4, the water in the intercepting drain 4 can be drained from the joint of a hidden pipe or a water filtering micropore infiltration pipe on the pipe wall, shallow ditches 11 are dug at the two sides of the intercepting drain 4 or ridges 10 are filled, so that the runoff generated near the intercepting drain 4 flows along the shallow ditches or ridges during rainfall without permeating into the intercepting drain 4, otherwise, the water level of the intercepting drain 4 is possibly raised to laterally supply groundwater to the area to be treated, and the groundwater level is raised. In the process of converting water circulation into new balance, the underground seepage process needs longer time, and the treatment is carried out in a mode of arranging drainage concealed pipes in an encrypted manner aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization. In the embodiment of the invention, the burial depth of the intercepting and percolating ditch 4 is determined by calculating the maximum burial depth of the diving evaporation, so that the underground water level is gradually reduced to a specified depth by a mode of making the drainage of the underground water in the area larger than the supply, and a new water circulation balance state is achieved, thereby eliminating the saline and alkaline in the area.
The submerged evaporation limit burial depth is also called limit burial depth, and is the burial depth of the diving surface where the submerged evaporation stops, and when the underground water burial depth is below the burial depth, the submerged evaporation is zero. In the embodiment of the invention, the diving evaporation limit burial depth is calculated by adopting a Koffa-Abeliyanoguofu empirical formula, and the method specifically comprises the following steps:
according to the avilysnout formula:
wherein E is the evaporation capacity (mm) of the latent water, E0Represents the evaporation intensity (mm) near the surface of the earth, and Δ is the buried depth (m) of the groundwater, Δ0For submerged evaporation ultimate buried depth (m), n0The value of the empirical index related to the soil texture is between 1 and 3.
When the hydraulic gradient of underground water is small, the descending depth of the underground water level in unit time is equal to the evaporation capacity divided by the water supply degree, and the formula is as follows:
where μ represents the feed water level and Δ h represents the depth of drop of the groundwater level per unit time.
The calculation formula of the submersible evaporation limit burial depth obtained by combining the two formulas is as follows:
the maximum buried depth delta of the submerged evaporation can be obtained by adopting a regression equation0。
In the embodiment of the invention, the minimum buried depth of the intercepting and percolating ditch is lower than the limit evaporation buried depth.
S12, dividing the area to be treated into a common area and a key forced drainage area which needs to reduce the underground water level quickly and treat salinization, and determining the pipe material, the outer coating material, the water flow, the pipe diameter and the burial depth of the drainage concealed pipes of the common area and the key forced drainage area respectively, and the distance between the drainage concealed pipes of the key area which needs to be treated by the way of arranging the drainage concealed pipes in an encrypted manner.
In the embodiment of the invention, a drainage technical measure for removing excess water in soil by using an underground concealed pipe is adopted. The excess water in the soil can be drained from the joints of the concealed pipes or the water filtering micropores of the pipe walls and seeped into the pipes, and the effects of controlling the underground water level, adjusting the soil water and improving the physical and chemical properties of the soil are achieved. Whether the concealed pipe drainage engineering can meet the drainage standard or not is mainly required to see the buried depth of the concealed pipe, and whether the design of the distance between the drainage concealed pipes is proper or not is required to be seen for a key area, so that the determination of the buried depth of the drainage pipe in a common area and the buried depth and the distance between the concealed pipes in the key area are particularly important for researching the concealed pipe drainage engineering.
In the embodiment of the invention, in the process of converting water circulation into new balance, the underground seepage process needs longer time, aiming at the key forced drainage area needing to quickly reduce the underground water level and treat salinization, the arrangement of the drainage underground pipe is encrypted, the drainage underground pipe comprises the water collecting pipe 9 and the water suction pipe 8, the water collecting pipe 9 and the water suction pipe 8 need to be laid at the bottom of the intercepting and percolating ditch, so that the water collecting pipe 9 and the water suction pipe 8 jointly act, the salinization is conveniently treated in a short period, and meanwhile, the drainage wells 1 need to be arranged at certain intervals according to the ground surface gradient. The arrangement form of the drainage concealed pipes in the embodiment of the invention is shown in figure 4, and the concealed pipe layout is carried out according to the requirements in irrigation and drainage engineering design specifications:
(1) the water collecting pipes 9 have the capability of sucking and collecting underground water, the pipelines are arranged in parallel, and the included angle between the pipelines and the flowing direction of the underground water is not smaller than 40 degrees, so that the angle is larger than or equal to 40 degrees in the embodiment of the invention.
(2) Because silt can be carried in the water collecting process, in order to prevent siltation, the included angle between the water collecting pipe 9 and the water suction pipe 8 is set to be 60 degrees.
Aiming at a common area, the drainage concealed pipe comprises a water collecting pipe 9, the water collecting pipe 9 is only required to be laid at the bottom of the intercepting and infiltrating ditch, and drainage wells 1 are arranged at certain intervals according to the ground surface gradient.
The following describes in detail the method for determining the pipe, the outer covering material, the water flow, the pipe diameter, the buried depth and the spacing of the drainage concealed pipe in the embodiment of the invention:
(1) a pipe material of a drainage concealed pipe.
In the embodiment of the invention, the pipe material of the drainage concealed pipe is a PE pipe, and the PE pipe has the advantages of small specific gravity, light weight per unit length, good low-temperature toughness, good heat resistance and the like.
(2) And (5) coating materials of the drainage concealed pipe.
In the embodiment of the invention, the Dongying city is taken as an example, soil types mainly include moisture soil and saline soil, the soil types are easy to deposit in the outer coating material to cause siltation, so that water flow cannot normally pass through the outer coating material, and the outer coating material of the drainage concealed pipe is made of a non-woven fabric filter material in order to meet the requirement of reverse filtration, has the characteristics of stable performance, high strength, and continuous and effective water and sand permeability resistance and is relatively economical.
(3) The flow of water in the drainage concealed pipe.
In the embodiment of the invention, aiming at a common area, the flow calculation formula of the water passing amount of the drainage concealed pipe is as follows:
Q＝Qi×t×l
wherein Q represents the flow rate of water (m) in the drainage concealed pipe of the general area3T represents a drainage time (d), l represents a drainage concealed pipe length (m), and QiThe flow (m) of water per unit length of the drainage concealed pipe in the common area3D/m) is calculated by the formula:
Qi＝Cq1(ht-h1)
c represents the flow coefficient of the drainage concealed pipe, and can be 1, htIndicates the designed groundwater burial depth (m), h1Represents the initial groundwater depth (m), q1The formula of the formula, which represents the drainage strength or drainage modulus (m/d) of underground water, is:
wherein mu0Represents the permeability coefficient of soil, omega represents the groundwater surface shape correction coefficient, and is dimensionless, t represents the drainage time (d),
represents the average evaporation intensity (m/d) of groundwater during drainage.
Aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization, the calculation formula of the flow of the water passing through the drainage concealed pipe is as follows:
Q0＝Qj×t×l
wherein Q0Drainage of strong drainage area with emphasisFlow rate of water in concealed pipe (m)3T represents a drainage time (d), l represents a drainage concealed pipe length (m), and QjShows the water flow (m) of the drainage concealed pipe in unit length of the key forced drainage area3D/m) is calculated by the formula:
Qj＝Cq0(ht-h1)
wherein C represents the flow coefficient of the drainage concealed pipe, C is 1 for the suction pipe, C is 0.9 for the branch level water collecting pipe, and C is 0.8 for the main water collecting pipe;
q0representing a design subsurface drainage modulus (m/d);
htrepresenting a design groundwater burial depth (m);
h1representing the initial groundwater burial depth (m).
(4) The diameter of the drainage concealed pipe.
In the embodiment of the invention, aiming at a common area, the calculation formula of the pipe diameter of the drainage concealed pipe is as follows:
wherein d represents the inner diameter of the drainage pipe in the general area, n represents the roughness of the inner wall of the drainage hidden pipe, α represents the relative coefficient of the filling degree of water in the drainage hidden pipe, i represents the hydraulic power gradient of the drainage hidden pipe, and Q represents the water flow of the drainage hidden pipe in the general area
The drainage concealed pipe can be divided into a water collecting pipe and a water suction pipe aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization. The flow in the collector pipe is a hydraulic calculation of uniform flow, while the flow in the suction pipe is a hydraulic calculation of non-uniform flow. The pipe diameter is determined mainly according to the designed drainage flow, hydraulic pressure drop and the roughness of the concealed pipe. The water suction pipe buried in the soil needs to take the role of removing underground water, the drainage flow in the water suction pipe is increased along with the increase of the length of the hidden pipe, and the diameter of a water outlet connected with the water collecting pipe is adopted in calculation.
The pipe diameter calculation formula of the drainage concealed pipe is as follows:
wherein d is1Represents the inner diameter (m) of the water absorbing pipe;
d2represents the inner diameter (m) of the collector pipe;
n represents the roughness of the inner wall of the drainage concealed pipe, and a corrugated plastic pipe is adopted in the embodiment of the invention, and the roughness is 0.016;
α, the correlation coefficient of the filling degree of water in the drainage hidden pipe is related to the filling degree a of water in the drainage hidden pipe.
i represents the hydraulic power ratio drop of the drainage concealed pipe, the ratio drop of a pipeline can be adopted in the embodiment of the invention, in view of the mild topography of the Dongying city, if a longitudinal slope is adopted to be overlarge, the phenomenon that the difference value of the burial depths of the head end and the tail end of the drainage concealed pipe is overlarge can occur, so that the drainage effect is uneven, and in a terrain flat area, i can be properly selected to be a smaller value 1/1000;
Q0shows the water flow (m) of the drainage hidden pipe in the key forced drainage area3/d)。
(5) The buried depth of the drainage concealed pipe.
As shown in fig. 5, the buried depth calculation formula of the drainage concealed pipe in the embodiment of the present invention is:
hp＝he+h+h0
wherein h ispIndicating the buried depth of the drainage concealed pipe;
hethe underground water burial depth required by the area to be treated is shown, and is generally the critical depth of the underground water level.
h represents the difference between the underground water level in the middle of the drainage land block between the two water-absorbing concealed pipes and the water level in the water-absorbing concealed pipes (namely the residual water head or the detention water head), and the average h in China is 0.2-0.3 m.
h0The water depth in the drainage concealed pipe is shown, and the pipe diameter of the drainage concealed pipe is generally 0.5 times.
(6) The distance between the water collecting pipes in the drainage concealed pipes of the key areas.
In the embodiment of the invention, the eastern city is taken as an example, the average rainfall P for many years is about 600mm, the evaporation capacity E is about 1200mm, and the influence of evaporation needs to be considered when the distance between the drainage concealed pipes is considered. Under the unstable flow condition, the modulus of the drainage of the hidden pipe is not a fixed number, and the modulus of the drainage of the hidden pipe is not changed along with the height of the underground water level (acting water head) in the drainage process within the designed drainage time, but the change is slow. The drainage time t of the standard for preventing salinization is 8-15d, the underground water level is reduced to the critical depth, and the drainage modulus calculation formula is as follows:
wherein q is0Representing a designed underground drainage modulus (mm/d);
mu represents the water supply degree, and the soil water supply degree is 0.045;
omega represents the correction coefficient of the surface shape of underground water, the drainage concealed pipe is preferably 0.8-0.9, and the embodiment of the invention is 0.85;
htrepresents the designed groundwater burial depth (m), usually a critical groundwater burial depth is used;
h1represents the initial groundwater burial depth (m);
t represents the drainage time, and 8d is taken in the embodiment of the invention;
In the embodiment of the invention, the underground water burial depth h is designedt1.8m, initial groundwater depth h1Is 0.75m, can be reduced by 1.05m in 8 days, and can obtain the drainage modulus q by calculation0Is 1.7 mm/d.
The Hogohaote formula is used under the condition of stable flow (namely, the hydraulic power element does not change along with time), and if the water inflow and the water outflow participating in the movement of underground water are equal and h is not considered, the calculation formula of the distance between the water collecting pipes in the drainage concealed pipes of the key areas is as follows:
wherein L represents the interval (m) of the water collecting pipes in the drainage concealed pipe;
k represents an average permeability coefficient (m/d) of the drainage area;
h represents the head (m) of the water at the midpoint between the headers;
d represents the depth (m) of the top of the impervious layer lower than the drainage hidden pipe.
In the embodiment of the invention, the average permeability coefficient k of the drainage area is 43mm/D, the water head H at the midpoint between the drainage concealed pipes is 2.05m, the distance from the ground surface to the impervious layer is 11m, the depth D of the top of the impervious layer lower than the drainage concealed pipes is 8.95m, and the drainage modulus q is0The distance L between the water collecting pipes in the drainage concealed pipe of the key area is 64m which can be obtained by calculation, wherein the distance L is 1.7 mm/d.
S13, according to the hydraulic power ratio drop of the drainage concealed pipe, every horizontal distance l0And arranging a drainage well between the two sections of drainage concealed pipes, and determining the total number of the drainage wells.
Because the earth's surface slope is far less than the drainage hidden pipe than the descending, the buried depth is too big when the drainage hidden pipe is greater than certain length, is not suitable for the actual conditions, consequently should lay a drainage well at every certain distance according to the earth's surface than the descending. In the embodiment of the invention, the horizontal distance l between two adjacent drainage wells0The calculation formula of (2) is as follows:
wherein l represents the length of the concealed pipe between two adjacent drainage wells, and l is i × hΔI represents the hydraulic power drop of the drainage concealed pipe, hΔAnd representing the difference of the buried depth of the drainage concealed pipe.
The total number n of drainage wells is calculated as:
wherein n is1Number of drainage wells, n, of the peripheral interception system of the area to be treated2Indicating the number of drainage wells, L, of the interception system in the area to be treated1The length of the range of the area to be treated is shown,L2the total length of the area needing to be laid with the drainage concealed pipe at the periphery of the area to be treated is shown.
In the embodiment of the invention, the system for comprehensively treating the regional water and soil environment comprises a peripheral seepage intercepting system of a region to be treated and an internal seepage intercepting system of the region to be treated. The peripheral seepage intercepting system of the area to be treated is used for cutting off hydraulic connection between the area to be treated and the peripheral area, and the internal seepage intercepting system of the area to be treated is used for protecting local areas of the internal area to cut off the hydraulic connection.
For the peripheral seepage intercepting system of the region to be treated, the total length of the periphery of the region is L1Minimum buried depth h of water cut-off pipep12.15m, assuming maximum buried depth h of drainage pipepm1Is 5m, a difference of depth of burial hΔ12.85m, the hydraulic power drop i of the drain trap is 1/1000.
For the seepage interception system in the area to be treated, the total length of the areas on two sides of a river, lakes, plain reservoirs and the like where drainage concealed pipes are laid is L2Minimum buried depth h of water cut-off pipep22.15m, assuming maximum buried depth h of drainage pipepm2Is 5m, a buried depth difference hΔ2At 2.85m, the hydraulic drawdown i of the closed tube was 1/1000.
Then the total length l of the drainage concealed pipe of the area to be treated can be calculated according to the total number n of the drainage wells of the area to be treatedTotal length of concealed pipe＝l×n。
S14, arranging a pump station unit consisting of a water pump and a motor at the bottom of each drainage well, determining the peak shifting starting time of the water pump according to the peak condition of power consumption, and determining the water pumping capacity of the water pump according to the fact that the pump station unit is started once a day to complete the construction of the underground water level regulation and control system based on the water circulation process.
In the embodiment of the invention, the preset water pumping capacity Q of the pump station unit is approximately equal to the water discharge of the drainage concealed pipe, and the calculation formula is as follows:
wherein Q1Is the pumping capacity (m) of the water pump3S), W represents the amount of water (m) coming from the drainage concealed pipe in time t3) And T is the working time (h) of the pump station unit, and in order to ensure the power consumption requirement and the energy consumption condition of the pump station in the region, the pump station unit is set to be started once every day in the power consumption valley period, and the time is about 2-3 hours.
In the embodiment of the invention, a groundwater level adjusting system based on a water circulation process is formed by an intercepting ditch, a drainage concealed pipe, a drainage well and a pump station unit, for example, an urban area of an eastern center is taken as an example, as shown in figure 6, the drainage concealed pipe 3 is buried in the central range 2 and at the periphery of the central range, the drainage concealed pipe 3 is laid at the bottom of the intercepting ditch 4, the drainage concealed pipe 3 and the intercepting ditch 4 are both lower than the ground 5, and sand gravel fillers 7 are filled in the intercepting ditch 4. Every certain distance, a drainage well 1 is arranged between two sections of drainage concealed pipes 3, and a pump station unit 6 is arranged at the bottom of each drainage well 1.
And S2, constructing a regional rain flood reduction system on the surface of the region to be treated.
And (3) establishing a section structure of a natural plane section, a gentle slope section and a steep depth section on the cross section of the surface water system of the area to be treated, and establishing an overflow weir with adjustable height on the vertical section of the surface water system of the area to be treated to complete the construction of the area rainfall flood reduction system.
S3, combining the underground water level regulating and controlling system based on the water circulation process and the regional rainfall flood reducing system to carry out isolation protection and infiltration enhancement treatment on the water and soil environment of the region to be treated.
The step S3 includes the following substeps S31-S34:
and S31, replenishing the water system in the area by using a drainage well in the underground water level control system based on the water circulation process to meet the ecological water requirement of the area to be treated.
And S32, utilizing the overflow weir to adjust the water system gradient to form a flowing condition.
S33, constructing a arbor-shrub zone by utilizing the natural plane section, constructing a shrub-grass zone by utilizing the gentle slope section, and constructing a conventional water surface landscape of the region by utilizing the steep deep section, thereby constructing a layered landscape zone.
S34, accumulating rainfall flood by using the space of the gentle slope section, and adjusting the discharge capacity of the area to be treated by using the overflow weir, thereby realizing the isolation protection and the permeation-increasing treatment of the water and soil environment of the area to be treated.
It will be appreciated by those of ordinary skill in the art that the embodiments described herein are intended to assist the reader in understanding the principles of the invention and are to be construed as being without limitation to such specifically recited embodiments and examples. Those skilled in the art can make various other specific changes and combinations based on the teachings of the present invention without departing from the spirit of the invention, and these changes and combinations are within the scope of the invention.
Claims (9)
1. A regional water and soil environment comprehensive treatment method is characterized by comprising the following steps:
s1, constructing a water circulation process-based underground water level control system underground in the area to be treated;
s2, constructing a regional rainfall flood reduction system on the surface of the region to be treated;
s3, combining the underground water level regulating and controlling system based on the water circulation process and the regional rainfall flood reducing system to carry out isolation protection and infiltration enhancement treatment on the water and soil environment of the region to be treated.
2. The regional water and soil environment comprehensive treatment method according to claim 1, wherein the step S1 comprises the following sub-steps:
s11, laying intercepting ditches at the periphery of the area to be treated, cutting off underground water supply channels inside and outside the area to be treated, burying the intercepting ditches at two sides of the periphery of a large-scale seepage water source of the area to be treated, cutting off hydraulic connection between main surface water and underground water in the area to be treated, filling materials with good water permeability in the intercepting ditches, laying drainage concealed pipes at the bottoms, digging shallow ditches or filling ridges at two sides of the intercepting ditches, and enabling runoff generated near the intercepting ditches to flow along the shallow ditches or the ridges without permeating into the intercepting ditches during rainfall; in the process of converting water circulation into new balance, the underground seepage process needs longer time, and the treatment is carried out in a way of arranging drainage concealed pipes in an encrypted manner aiming at key forced drainage areas needing to quickly reduce the underground water level and treat salinization; the burial depth of the intercepting and percolating ditch is determined by calculating the burial depth of the diving evaporation limit, so that the underground water level of the area to be treated is gradually reduced to a specified depth by a mode of ensuring that the drainage of the underground water in the area is larger than the supply of the underground water, and a new water circulation balance state is achieved, thereby eliminating the saline and alkaline in the area;
s12, dividing the area to be treated into a common area and a key forced drainage area which needs to rapidly reduce the underground water level and treat salinization, and respectively determining the pipe material, the outer coating material, the water flow, the pipe diameter and the burial depth of the drainage concealed pipes of the common area and the key forced drainage area and the distance between the drainage concealed pipes of the key area which needs to be treated by the way of arranging the drainage concealed pipes in an encrypted manner;
s13, according to the hydraulic power ratio drop of the drainage concealed pipe, every horizontal distance l0Arranging a drainage well between the two sections of drainage concealed pipes, and determining the total number of the drainage wells;
s14, arranging a pump station unit consisting of a water pump and a motor at the bottom of each drainage well, determining the peak shifting starting time of the water pump according to the peak condition of power consumption, and determining the water pumping capacity of the water pump according to the fact that the pump station unit is started once a day to complete the construction of the underground water level regulation and control system based on the water circulation process.
3. The regional water and soil environment comprehensive treatment method according to claim 2, wherein the calculation formula of the submerged evaporation limit burial depth in the step S11 is as follows:
where μ denotes the degree of water supply, Δ h denotes the depth of drop of the groundwater level per unit time, E0Showing the evaporation intensity near the surface, Δ being the depth of the submerged groundwater, Δ0For submerged evaporation limited buried depth, n0The soil texture related empirical index has a value of 1-3, and the minimum buried depth of the intercepting and percolating ditch is greater than the limit evaporation buried depth.
4. The method for comprehensive treatment of regional water and soil environment according to claim 2, wherein in step S12, for a key forced drainage region where groundwater level needs to be rapidly lowered and salinization needs to be treated, the drainage concealed conduit comprises a water collection conduit and a water suction pipe, wherein the pipelines of the water collection conduit are arranged in parallel, the included angle between the pipelines and the flow direction of groundwater is greater than or equal to 40 degrees, and the included angle between the water collection conduit and the water suction pipe is 60 degrees; aiming at a common area, the drainage concealed pipe comprises a water collecting pipe.
5. The regional water and soil environment comprehensive treatment method according to claim 4, wherein the pipe material of the drainage concealed pipe in the step S12 is a PE pipe, and the outer covering material is a non-woven fabric filter material;
aiming at a common area, the calculation formula of the flow of the water passing through the drainage concealed pipe is as follows:
Q＝Qi×t×l
wherein Q represents the flow of water in the drainage hidden pipe of the common area, t represents the drainage time, l represents the length of the drainage hidden pipe, and QiThe flow rate of water flowing per unit length of the drainage concealed pipe in the common area is represented by the following calculation formula:
Qi＝Cq1(ht-h1)
wherein QiThe flow rate of water flowing per unit length of the drainage concealed pipe in the common area is shown, C is the flow coefficient of the drainage concealed pipe, htIndicates the designed groundwater depth h1Representing initial groundwater depth of burial, q1The formula of the formula is as follows:
wherein mu0Represents the permeability coefficient of soil, omega represents the groundwater surface shape correction coefficient, t represents the drainage time,
represents the average evaporation intensity of groundwater during drainage;
aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization, the calculation formula of the flow of the water passing through the drainage concealed pipe is as follows:
Q0＝Qj×t×l
wherein Q0Showing the flow of water in the drainage hidden pipe in the key forced drainage area, t showing the drainage time, l showing the length of the drainage hidden pipe, and QjThe flow of the water in the drainage concealed pipe in unit length in the key forced drainage area is represented by the following calculation formula:
Qj＝Cq0(ht-h1)
wherein C represents the flow coefficient of the drainage concealed pipe, q0Representing the design subsurface drainage modulus, htIndicates the designed groundwater depth h1Representing the initial groundwater burial depth;
aiming at a common area, the pipe diameter calculation formula of the drainage concealed pipe is as follows:
wherein d represents the inner diameter of the drainage pipe of the general area, n represents the roughness of the inner wall of the drainage hidden pipe, α represents the correlation coefficient of the filling degree of water in the drainage hidden pipe, i represents the hydraulic power gradient of the drainage hidden pipe, and Q represents the water flow of the drainage hidden pipe of the general area;
aiming at key forced drainage areas needing to quickly reduce underground water level and treat salinization, the pipe diameter calculation formula of the drainage concealed pipe is as follows:
wherein d is1Denotes the inner diameter of the suction pipe, d2Denotes the inner diameter of the water collecting pipe, n denotes the roughness of the inner wall of the drainage hidden pipe, α denotes the correlation coefficient of the filling degree of the water in the drainage hidden pipe, i denotes the hydraulic power gradient of the drainage hidden pipe, and Q0Representing the water flow of a drainage concealed pipe in a key forced drainage area;
the buried depth calculation formula of the drainage concealed pipe is as follows:
hp＝he+h+h0
wherein h ispIndicates the buried depth of the drainage concealed pipe, heThe underground water burial depth required by the area to be treated is shown, h represents the detention water head, h0Indicating the depth of water in the drainage culvert;
the calculation formula of the distance between the drainage concealed pipes in the key areas is as follows:
wherein L represents the spacing of the collector pipes in the drainage closed conduit, k represents the average permeability coefficient of the drainage area, H represents the head of water at the midpoint between the collector pipes, D represents the depth of the top of the impervious layer below the drainage closed conduit, q represents the depth of the impervious layer below the drainage closed conduit, and0the designed underground drainage modulus is represented by the following calculation formula:
where μ represents the degree of water supply, Ω represents the groundwater surface shape correction coefficient, and htIndicates the designed groundwater depth h1Represents the initial groundwater burial depth, t represents the drainage time,
indicating the average evaporation intensity of groundwater during drainage.
6. The regional water and soil environment comprehensive treatment method according to claim 2, wherein the horizontal distance l between two adjacent drainage wells in the step S130The calculation formula of (2) is as follows:
wherein l represents the length of the concealed pipe between two adjacent drainage wells, and l is i × hΔI represents the hydraulic power drop of the drainage concealed pipe, hΔRepresenting the difference value of the buried depth of the drainage concealed pipe;
the calculation formula of the total number n of the drainage wells is as follows:
wherein n is1Number of drainage wells, n, of the peripheral interception system of the area to be treated2Indicating the number of drainage wells, L, of the interception system in the area to be treated1Indicates the length of the region to be treated, L2The total length of the area needing to be laid with the drainage concealed pipe at the periphery of the area to be treated is shown.
7. The regional water and soil environment comprehensive treatment method according to claim 2, wherein the water pumping capacity of the water pump in the step S14 is calculated by the formula:
wherein Q1W represents the inflow of the drainage concealed pipe within time T, and T represents the working time of the pump station unit.
8. The regional water and soil environment comprehensive treatment method according to claim 1, wherein the step S2 specifically comprises: and (3) establishing a section structure of a natural plane section, a gentle slope section and a steep depth section on the cross section of the surface water system of the area to be treated, and establishing an overflow weir with adjustable height on the vertical section of the surface water system of the area to be treated to complete the construction of the area rainfall flood reduction system.
9. The regional water and soil environment comprehensive treatment method according to claim 1, wherein the step S3 comprises the following sub-steps:
s31, replenishing the water system in the area by using a drainage well in the underground water level control system based on the water circulation process to meet the ecological water requirement of the area to be treated;
s32, utilizing an overflow weir to adjust the water system gradient to form a flow condition;
s33, constructing a arbor-shrub zone by utilizing the natural plane section, constructing a shrub-grass zone by utilizing the gentle slope section, and constructing a conventional water surface landscape of an area by utilizing the steep deep section, so as to construct a layered landscape zone;
s34, accumulating rainfall flood by using the space of the gentle slope section, and adjusting the discharge capacity of the area to be treated by using the overflow weir, thereby realizing the isolation protection and the permeation-increasing treatment of the water and soil environment of the area to be treated.
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| CN112085409A (en) * | 2020-09-18 | 2020-12-15 | 中国水利水电科学研究院 | Underground water level regulation and control method for synergistically relieving desertification and secondary salinization of arid region |
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| CN116368984A (en) * | 2023-04-10 | 2023-07-04 | 中国水利水电科学研究院 | Method for cooperatively solving water shortage and salinization of oasis irrigation in arid region |
| CN116368984B (en) * | 2023-04-10 | 2023-11-10 | 中国水利水电科学研究院 | Method for cooperatively solving water shortage and salinization of oasis irrigation in arid region |
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