CN115428611B - Saline-alkali soil engineering treatment technology under complex soil condition - Google Patents
Saline-alkali soil engineering treatment technology under complex soil condition Download PDFInfo
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- A—HUMAN NECESSITIES
- A01—AGRICULTURE; FORESTRY; ANIMAL HUSBANDRY; HUNTING; TRAPPING; FISHING
- A01B—SOIL WORKING IN AGRICULTURE OR FORESTRY; PARTS, DETAILS, OR ACCESSORIES OF AGRICULTURAL MACHINES OR IMPLEMENTS, IN GENERAL
- A01B79/00—Methods for working soil
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- A—HUMAN NECESSITIES
- A01—AGRICULTURE; FORESTRY; ANIMAL HUSBANDRY; HUNTING; TRAPPING; FISHING
- A01B—SOIL WORKING IN AGRICULTURE OR FORESTRY; PARTS, DETAILS, OR ACCESSORIES OF AGRICULTURAL MACHINES OR IMPLEMENTS, IN GENERAL
- A01B79/00—Methods for working soil
- A01B79/02—Methods for working soil combined with other agricultural processing, e.g. fertilising, planting
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
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- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A40/00—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production
- Y02A40/10—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production in agriculture
Abstract
The invention discloses a saline-alkali soil engineering treatment technology under complex soil conditions, which belongs to the technical field of soil treatment and comprises the steps of defining the distance between concealed pipes and the burial depth of the concealed pipes, and arranging the concealed pipes; the concealed pipe distance is preliminarily determined by a theoretical drainage calculation formula or a model simulation mode according to the soil permeability characteristics; the distance between the position of the weakly water permeable layer and the ground surface is determined, and a pile well for breaking the weakly water permeable layer is arranged; the pile wells comprise a first pile well, a second pile well and a third pile well, the first pile well is positioned above the concealed pipe, the third pile well is positioned at the middle position of the concealed pipe and the concealed pipe, and the second pile well is positioned between the first pile well and the third pile well; determining the depths of the first pile well, the second pile well and the third pile well according to the first preset condition; establishing a three-dimensional soil water-salt migration model; and simulating water and salt migration of combined drainage under different pile well intervals, and stopping simulation and determining the pile well intervals when the pile well intervals are reduced by 1 time and the water and salt increase in the drainage is less than 5% -10%.
Description
Technical Field
The invention relates to the technical field of soil treatment, in particular to a saline-alkali soil engineering treatment technology under complex soil conditions.
Background
The saline-alkali soil in China has the problems of large area, heavy secondary salinization of the soil, low productivity and the like, but the saline-alkali soil has great development and utilization potential. The development of saline-alkali soil treatment has important significance for improving cultivated land and grain yield. In practice, the original state of the saline-alkali land with a large area is not the saline-alkali land, but the problem of secondary salinization is caused by the functions of irrigation and the like. The secondary salinization caused by irrigation is mostly due to the fact that irrigation is rich in salt accumulation and poor in salt removal, and a part of the soil is provided with a water-permeable layer.
For the complex soil condition with the water-permeable layer, after the water-permeable layer exists in the soil, the phenomenon that the soil cannot be planted to finally form barren lands and reduce the cultivated land area is caused by long-term irrigation, and the problem of salt discharge cannot be well solved by the traditional method of laying a buried pipe or an open trench.
Therefore, how to provide a novel treatment technology, which aims at treating the saline-alkali soil under the complex soil condition containing the weakly permeable layer, and increases the drainage and salt removal efficiency of the saline-alkali soil, is a technical problem to be solved by the technicians in the field.
Disclosure of Invention
Therefore, the invention provides a saline-alkali soil engineering treatment technology under the condition of complex soil, which aims to solve the problem of poor salt elimination caused by the existence of a weakly permeable layer in the complex soil in the prior art.
In order to achieve the above object, the present invention provides the following technical solutions:
a saline-alkali soil engineering treatment technology under complex soil conditions comprises the following steps:
s1: setting the concealed pipes by defining the space between the concealed pipes and the buried depth of the concealed pipes; the underground pipe spacing is preliminarily determined by a theoretical drainage calculation formula or a model simulation mode according to the soil permeability characteristics;
s2: the distance between the position of the weakly water permeable layer and the ground surface is determined, and a pile well for breaking the weakly water permeable layer is arranged; the pile wells comprise a first pile well, a second pile well and a third pile well, the first pile well is positioned above the concealed pipe, the third pile well is positioned at the middle position of the concealed pipe and the concealed pipe, and the second pile well is positioned between the first pile well and the third pile well; determining the depths of the first pile well, the second pile well and the third pile well according to the first preset condition;
s3: establishing a three-dimensional soil water-salt migration model;
s4: and simulating water and salt migration of combined drainage under different pile well intervals, and stopping simulation and determining the pile well intervals when the pile well intervals are reduced by 1 time and the water and salt increase in the drainage is less than 5% -10%.
Further, the first preset condition is:
wherein D is the distance between the position of the weakly permeable layer and the ground surface, D is the buried depth of the buried pipe, H1 is the depth of the first pile well, H2 is the depth of the second pile well, and H3 is the depth of the third pile well.
Further, when the distance between the weakly water permeable layer and the ground surface is greater than 30cm and less than the buried depth of the buried pipe, the depth of the second pile well has an optimal condition, and under the optimal condition, the depth of the second pile well meets the following conditions:
wherein H1 is the depth of the first pile well, H2 is the depth of the second pile well, H3 is the depth of the third pile well, n is the sequence number of the second pile well along the direction far away from the underground pipe, W is the pile well spacing vertical to the underground pipe direction, and b is the distance between the first pile well and the third pile well.
Further, when the distance between the weakly water permeable layer and the ground surface is greater than the buried pipe depth and less than 2 times of the buried pipe depth, the depths of the second pile well and the third pile well are optimal, and under the optimal condition, the depths of the second pile well and the third pile well meet the following conditions:
H2＝H3
wherein H2 is the depth of the second pile well and H3 is the depth of the third pile well.
Further, the pile well spacing comprises a pile well spacing W vertical to the underground pipe direction and a pile well spacing L along the length direction of the underground pipe, and the pile well spacing W vertical to the underground pipe direction and the pile well spacing L along the length direction of the underground pipe satisfy the following conditions:
L＝kW
wherein D is the distance between the position of the weakly permeable layer and the ground surface, D is the buried depth of the buried pipe, W is the distance between the piles in the direction perpendicular to the buried pipe, and L is the distance between the piles in the length direction of the buried pipe.
Further, the theoretical drainage calculation formula in the step S1 is:
wherein a is the distance between concealed pipes, K is the average permeability coefficient of an aquifer of a drainage section, H is an acting water head, namely the difference value between the water level of a field surface and the water level in the pipes, q is the designed leakage rate during saline-alkali soil flushing, and phi is the seepage impedance coefficient of the drainage section.
Further, the model simulation mode in the step S1 adopts a hydro model to perform simulation analysis, and mainly includes the following steps:
establishing a geometric model of a buried pipe drainage land block, wherein the buried pipe depth is a determined value, the initial value of the buried pipe distance is set to be a, and the designed leakage rate during saline-alkali soil flushing is set to be q;
setting soil parameters;
setting boundary conditions, wherein the concealed pipe boundary is a seepage boundary, and the soil surface boundary is a variable water head boundary;
simulation calculation to obtain single-length concealed conduitThe value of the drainage flow divided by the concealed conduit spacing a is q Trial calculation Will q Trial calculation Comparing with q, if the distance is larger than q, increasing the distance between the hidden pipes, if the distance is smaller than q, properly reducing the distance between the hidden pipes until the difference is within 5%, and q Trial calculation And the determined distance between the concealed pipes is the preliminarily set distance between the concealed pipes when the distance is more than q.
Further, the buried depth of the buried pipe in the step S1 is 1.2 m-1.8 m.
Further, the diameter of the pile well is 20 cm-80 cm.
Further, the pile well is filled with filler in a layered or mixed filling manner.
The invention has the following advantages:
(1) According to different depth of the weak permeable layer, different effective treatment measures are adopted to realize local conditions. The saline-alkali soil engineering treatment technology combining the pile well and the concealed pipe can effectively break the water-permeable layer and increase the local soil permeability, so that the water and salt migration is smoother, and the problem of insufficient drainage and salt discharge capacity is solved.
(2) Given the parameter determination technology of the pile well and concealed pipe combined saline-alkali soil treatment technology under different conditions, the method is beneficial to practical application, the optimization technology for determining the depth of the second pile well considers the influence of seepage, and the manufacturing cost can be effectively reduced under the condition of salt drainage.
(3) Besides the conventional improvement of the soil permeability, the design of the pile well filler also considers the problems of improving saline-alkali soil, increasing soil fertility and the like, achieves the functions of improving soil and increasing fertilizer by adding a soil conditioner and paving straws, and cooperatively achieves the functions of draining water, discharging salt, improving soil, increasing fertilizer and promoting growth. And the geotextile outer bag is additionally arranged for the coarse filler, so that the engineering long-term effective operation can be ensured.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It will be apparent to those of ordinary skill in the art that the drawings in the following description are exemplary only and that other implementations can be obtained from the extensions of the drawings provided without inventive effort.
The structures, proportions, sizes, etc. shown in the present specification are shown only for the purposes of illustration and description, and are not intended to limit the scope of the invention, which is defined by the claims, so that any structural modifications, changes in proportions, or adjustments of sizes, which do not affect the efficacy or the achievement of the present invention, should fall within the ambit of the technical disclosure.
FIG. 1 is a technical flow chart of the present invention;
FIG. 2 is a perspective layout of a combined drainage technique of a stake well and a blind pipe;
FIG. 3 is a plan view of a combined pile well-blind pipe drainage technique;
FIG. 4 is a cross-sectional view of a soil body along the length of a blind pipe;
FIG. 5 is a cross-sectional view of a weakly water permeable layer at a distance from the surface of the earth less than the depth of burial of the burial pipe in a direction perpendicular to the burial pipe;
FIG. 6 is a cross-sectional view of a weakly permeable layer in a direction perpendicular to a buried pipe of a soil body having a distance from the surface of the weakly permeable layer greater than the buried depth of the buried pipe;
FIG. 7 is a schematic illustration of a fill pattern for a well;
in the figure:
1, soil mass; 2, a buried pipe; 3 a weak permeable layer; 4, pile wells; 401 a first stub well; 402 a second stub well; 403 third stub well.
Detailed Description
Other advantages and advantages of the present invention will become apparent to those skilled in the art from the following detailed description, which, by way of illustration, is to be read in connection with certain specific embodiments, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The saline-alkali soil engineering treatment technology under the complex soil condition, as shown in figure 1, comprises the following steps:
s1: the distance and the buret depth of the buret are determined, and the buret 2 is arranged; wherein, the buried depth of the concealed pipe is 1.2 m-1.8 m, and the salt discharge effect is prevented from being reduced due to the over-deep or over-shallow concealed pipe 2. The distance between the concealed pipes is preliminarily determined by a theoretical drainage calculation formula or a model simulation mode according to the soil permeability characteristics;
the theoretical drainage calculation formula is:
wherein a is the distance between concealed pipes, K is the average permeability coefficient of an aquifer of a drainage section, H is an acting water head, namely the difference value between the water level of a field surface and the water level in the pipes, q is the designed leakage rate during saline-alkali soil flushing, and phi is the seepage impedance coefficient of the drainage section.
The model simulation mode adopts a HYDRUS model for simulation analysis, and mainly comprises the following steps:
establishing a geometric model of a drainage land block of the concealed pipe 2, wherein the buried depth of the concealed pipe is a determined value, the initial value of the space between the concealed pipes is set to be a, and the designed leakage rate during the flushing of the saline-alkali soil is set to be q;
setting soil parameters;
setting boundary conditions, wherein the boundary of the concealed pipe 2 is a seepage boundary, and the boundary of the surface of the soil body 1 is a variable water head boundary;
the simulation calculation shows that the value of the drainage flow of the single long concealed pipe 2 divided by the concealed pipe spacing a is q Trial calculation Will q Trial calculation Comparing with q, if the distance is larger than q, increasing the distance between the hidden pipes, if the distance is smaller than q, properly reducing the distance between the hidden pipes until the difference is within 5%, and q Trial calculation And the determined distance between the concealed pipes is the preliminarily set distance between the concealed pipes when the distance is more than q.
S2: the distance between the position of the weakly water permeable layer 3 and the ground surface is determined, and a pile well for breaking the weakly water permeable layer 3 is arranged; the diameter of the pile well is related to the mechanical diameter of the hole, the diameter is not smaller than 20cm, and the diameter is not larger than 80cm in consideration of drilling and cultivation requirements.
As shown in fig. 2-4, the stub shaft 4 includes a first stub shaft 401, a second stub shaft 402, and a third stub shaft 403, the first stub shaft 401 being located above the blind pipe 2, the third stub shaft 403 being located at a position intermediate the blind pipe 2 and the blind pipe 2, the second stub shaft 402 being located between the first stub shaft 401 and the third stub shaft 403; determining the depths of the first pile well 401, the second pile well 402 and the third pile well 403 according to the first preset condition;
the first preset condition is:
wherein D is the distance between the position of the weakly permeable layer and the ground surface, D is the buried depth of the buried pipe, H1 is the depth of the first pile well, H2 is the depth of the second pile well, and H3 is the depth of the third pile well.
When the depth of the weakly water permeable layer 3 is more than 2 times of the buried depth of the buried pipe, a pile well is not arranged, and only the buried pipe 2 is required to be arranged for draining water; when the weakly permeable layer 3 is positioned on the ground surface or the depth of the weakly permeable layer is less than 30cm, saline-alkali soil treatment can be carried out by cultivating or changing soil and combining drainage of the concealed pipe 2; as shown in fig. 5, when the distance between the weakly water permeable layer 3 and the ground surface is greater than 30cm and less than the buried depth of the buried pipe, the depth of the first pile well 401 needs to be greater than the distance between the position of the weakly water permeable layer 3 and the ground surface and less than the buried depth of the buried pipe, and the depth of the second pile well 402 and the third pile well 403 needs to be greater than the distance between the position of the weakly water permeable layer 3 and the ground surface and less than 2.5 times the buried depth of the buried pipe; as shown in fig. 6, when the distance between the weakly water permeable layer 3 and the ground surface is greater than the buried pipe depth and less than 2 times the buried pipe depth, the depth of the first pile well 401 is the buried pipe depth, and the depths of the second pile well 402 and the third pile well 403 are required to be greater than the distance between the position of the weakly water permeable layer 3 and the ground surface and preferably less than 2.5 times the buried pipe depth.
When the distance between the weakly water permeable layer 3 and the ground surface is greater than 30cm and less than the buried pipe depth D, the depth of the second pile well 402 has an optimal condition for further optimization, and in the optimal condition, the depth of the second pile well 402 satisfies the following condition:
wherein, H1 is the depth of the first pile well, H2 is the depth of the second pile well, H3 is the depth of the third pile well 403, n is the sequence number of the second pile well along the direction far away from the blind pipe, W is the pile well spacing vertical to the blind pipe direction, and b is the distance between the first pile well and the third pile well.
When the distance between the weakly water permeable layer 3 and the ground surface is greater than the buried pipe depth and less than 2 times the buried pipe depth, the depths of the second and third pile wells 402 and 403 have the optimal condition for further optimization, and in the optimal condition, the depths of the second and third pile wells 402 and 403 satisfy the following conditions:
H2＝H3
wherein H2 is the depth of the second pile well and H3 is the depth of the third pile well.
S3: establishing a three-dimensional soil water-salt migration model;
s4: and simulating water and salt migration of combined drainage under different pile well intervals, and stopping simulation and determining the pile well intervals when the pile well intervals are reduced by 1 time and the water and salt increase in the drainage is less than 5% -10%. The pile well spacing comprises a pile well spacing W vertical to the direction of the underground pipe 2 and a pile well spacing L along the length direction of the underground pipe 2, the pile well spacing W vertical to the direction of the underground pipe 2 and the pile well spacing L along the length direction of the underground pipe 2 can be determined by establishing a hydro 3D model simulation mode, the pile well spacing W vertical to the direction of the underground pipe 2 is preferentially determined, and then the pile well spacing L along the length direction of the underground pipe 2 is determined, and meanwhile, factors of local conditions are required to be considered.
The following conditions are satisfied between the pile well spacing W vertical to the direction of the concealed pipe 2 and the pile well spacing L along the length direction of the concealed pipe 2:
L＝kW
wherein D is the distance between the position of the weakly permeable layer and the ground surface, D is the buried depth of the buried pipe, W is the distance between the piles in the direction perpendicular to the buried pipe, and L is the distance between the piles in the length direction of the buried pipe.
As shown in fig. 7, the pile well is filled with filler, and the filler may be sand stone or modified material for improving saline-alkali soil, and the filler may be layered or mixed, and the specific manner is not limited. The filler is preferably selected to be the surface layer 0-30cm backfill surface soil and matched with the saline-alkali soil modifier, then backfill straw 20-30cm, and then sequentially lay a small-grain-size sand layer and a large-grain-size sand layer. The surface soil can be backfilled with 0 to 30cm of surface layer, and the saline-alkali soil modifier is matched, and then the straw is backfilled with 20 to 30cm and then the mixed polar sand stone is filled. When larger particle size materials are used, the filler is packed into geotextile for playback.
Taking Ningxia Temple Bao village saline-alkali soil as an example, the clay layer is mainly laid at 100-110cm by adopting a buried pipe with a buried depth of 1.5m, when the space between the buried pipes is 20m, the diameter of a pile well is set to be 20cm, when the space between the pile wells W and L are 2m, and when the depths of sand piles are 1.5m, 2m and 3m, the drainage is 123%, 220% and 326% under the condition of no pile well, and the salt drainage is also obviously increased.
According to the depth of the weak permeable layer 3, different effective treatment measures are adopted, so that local conditions are realized. The saline-alkali soil engineering treatment technology combining the pile well 4 and the concealed pipe 2 can effectively break the weakly permeable layer 3 and increase the penetration capacity of the local soil body 1, so that the water and salt migration is smoother, and the problem of insufficient drainage and salt removal capacity is solved; given the parameter determination technology of the combined saline-alkali soil treatment technology of the pile well 4 and the concealed pipe 2 under different conditions, the practical application is facilitated, the seepage effect influence is considered in the optimization technology for determining the depth of the second pile well 402, and the manufacturing cost can be effectively reduced under the condition of salt discharge; besides the conventional improvement of the soil permeability, the design of the pile well filler also considers the problems of improving saline-alkali soil, increasing soil fertility and the like, achieves the functions of improving soil and increasing fertilizer by adding a soil conditioner and paving straws, and cooperatively achieves the functions of draining water, discharging salt, improving soil, increasing fertilizer and promoting growth. And the geotextile outer bag is additionally arranged for the coarse filler, so that the engineering long-term effective operation can be ensured.
While the invention has been described in detail in the foregoing general description and specific examples, it will be apparent to those skilled in the art that modifications and improvements can be made thereto. Accordingly, such modifications or improvements may be made without departing from the spirit of the invention and are intended to be within the scope of the invention as claimed.
Claims (5)
1. The saline-alkali soil engineering treatment technology under the complex soil condition is characterized by comprising the following steps of:
s1: setting the concealed pipes by defining the space between the concealed pipes and the buried depth of the concealed pipes; the underground pipe spacing is preliminarily determined by a theoretical drainage calculation formula or a model simulation mode according to the soil permeability characteristics;
s2: the distance between the position of the weakly water permeable layer and the ground surface is determined, and a pile well for breaking the weakly water permeable layer is arranged; the pile wells comprise a first pile well, a second pile well and a third pile well, the first pile well is positioned above the concealed pipe, the third pile well is positioned at the middle position of the concealed pipe and the concealed pipe, and the second pile well is positioned between the first pile well and the third pile well; determining the depths of the first pile well, the second pile well and the third pile well according to the first preset condition;
s3: establishing a three-dimensional soil water-salt migration model;
s4: simulating water and salt migration of combined drainage under different pile well intervals, and stopping simulation and determining the pile well intervals when the pile well intervals are reduced by 1 time and the water and salt increase in the drainage is less than 5% -10%;
the first preset condition is as follows:
wherein D is the distance between the position of the weakly permeable layer and the ground surface, D is the buried depth of the buried pipe, H1 is the depth of the first pile well, H2 is the depth of the second pile well, and H3 is the depth of the third pile well;
the pile well spacing comprises a pile well spacing W vertical to the underground pipe direction and a pile well spacing L along the length direction of the underground pipe, and the pile well spacing W vertical to the underground pipe direction and the pile well spacing L along the length direction of the underground pipe meet the following conditions:
L＝kW
wherein D is the distance between the position of the weakly permeable layer and the ground surface, D is the buried depth of the buried pipe, W is the distance between the piles in the direction vertical to the buried pipe, and L is the distance between the piles in the length direction of the buried pipe;
the theoretical drainage calculation formula in the step S1 is as follows:
wherein a is the distance between concealed pipes, K is the average permeability coefficient of an aquifer of a drainage section, H is an acting water head, namely the difference value between the water level of a field surface and the water level in the pipes, q is the designed leakage rate during saline-alkali soil flushing, and phi is the seepage impedance coefficient of the drainage section;
the model simulation mode in the step S1 adopts a HYDRUS model for simulation analysis, and mainly comprises the following steps:
establishing a geometric model of a buried pipe drainage land block, wherein the buried pipe depth is a determined value, the initial value of the buried pipe distance is set to be a, and the designed leakage rate during saline-alkali soil flushing is set to be q;
setting soil parameters;
setting boundary conditions, wherein the concealed pipe boundary is a seepage boundary, and the soil surface boundary is a variable water head boundary;
the simulation calculation shows that the value of the single-length concealed pipe drainage flow divided by the concealed pipe spacing a is q Trial calculation Will q Trial calculation Comparing with q, if the distance is larger than q, increasing the distance between the hidden pipes, if the distance is smaller than q, properly reducing the distance between the hidden pipes until the difference is within 5%, and q Trial calculation The determined distance between the concealed pipes is the preliminarily set distance between the concealed pipes when the distance is more than q;
and the buried depth of the buried pipe in the step S1 is 1.2 m-1.8 m.
2. The technology for treating saline-alkali soil engineering under complex soil conditions according to claim 1, wherein when the distance between the weakly permeable layer and the ground surface is greater than 30cm and less than the buried depth of the buried pipe, the depth of the second pile well has an optimal condition, and in the optimal condition, the depth of the second pile well satisfies the following conditions:
wherein H1 is the depth of the first pile well, H2 is the depth of the second pile well, H3 is the depth of the third pile well, n is the sequence number of the second pile well along the direction far away from the underground pipe, W is the pile well spacing vertical to the underground pipe direction, and b is the distance between the first pile well and the third pile well.
3. The technology for treating saline-alkali soil engineering under complex soil conditions according to claim 1, wherein when the distance between the weakly water permeable layer and the ground surface is greater than the buried pipe depth and less than 2 times the buried pipe depth, the depths of the second pile well and the third pile well have an optimal condition, and in the optimal condition, the depths of the second pile well and the third pile well satisfy the following conditions:
H2＝H3
wherein H2 is the depth of the second pile well and H3 is the depth of the third pile well.
4. The technology for engineering treatment of saline-alkali soil under complex soil conditions according to claim 1, wherein the diameter of the pile well is 20 cm-80 cm.
5. The technology for treating the saline-alkali soil engineering under the complex soil condition according to claim 1, wherein the pile well is filled with filler in a layered or mixed filling manner.
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