CN108532533B - Treatment system for groundwater backflow by seawater and construction method - Google Patents
Treatment system for groundwater backflow by seawater and construction method Download PDFInfo
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Abstract
A sea wall is constructed at the water inlet of seawater backward flow according to the conditions of geology, topography, underground quaternary aquifer and natural gradient of aquifer from the upstream of the underground water area to the water inlet section of seawater backward flow, a plurality of automatic open-close valves are arranged at the upper part of the sea wall, the sea wall can thoroughly block the water inlet channel of seawater backward flow under the condition of normal water level elevation of seawater or sea tide storm water level elevation, seawater can not flow backward and invade the inner side of the sea wall, and water at the inner side of the sea wall is discharged by utilizing the natural hydraulic kinetic energy generated by the upstream underground water of the underground water area through the downstream slope to flush the valve plates of the automatic open-close valves. The invention realizes the self-cleaning function of the seawater reverse irrigation area, thereby solving the treatment problem of the seawater reverse irrigation area, realizing ecological self-restoration, protecting the environment and saving the cost.
Description
Technical Field
The invention belongs to the field of environment-friendly water supply engineering and underground water conservancy engineering, and particularly relates to a treatment system for seawater reverse irrigation of underground water and a construction method.
Background
In recent years, the thawing of glaciers in the south and north poles of the earth is accelerated, the water level of seawater is raised continuously, and the groundwater in many countries is polluted more and more seriously by the backflow of seawater, but a better solution is not found at present. The method is a big problem related to drinking water of people and livestock, industrial and agricultural development, afforestation and improvement of environmental climate in many countries. The research for accelerating the groundwater treatment by seawater backflow is very important and urgent.
At present, no complete treatment method exists for treating the groundwater which is backwashed by the seawater, and the treatment problem of the seawater backwashed area can be solved according to the conditions of geology, topography, underground quaternary aquifer, natural gradient of the groundwater and the like from the upstream of the groundwater area to the seawater backwashed water inlet area.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a treatment system and a construction method for the groundwater reverse flow by seawater, which fully utilize the natural hydraulic kinetic energy generated by the groundwater at the upstream of an underground water area through the downstream slope and continuously extrude the water in a seawater reverse flow area back to the sea to realize the self-cleaning function of the seawater reverse flow area, thereby solving the treatment problem of the seawater reverse flow area, realizing ecological self-restoration and protecting the environment.
The technical scheme adopted by the invention for solving the technical problems is as follows: the treatment system for the groundwater to be backwashed by the seawater has the following structure:
according to the conditions of geology, topography, underground quaternary aquifer and aquifer natural gradient from the upper reaches of the underground water area to the sea water backflow water inlet section, a sea wall is built at the sea water backflow water inlet, a plurality of automatic opening and closing valves are distributed on the upper portion of the sea wall, each automatic opening and closing valve comprises a valve plate, a door frame and a baffle, each valve plate is connected with the door frame through a movable insertion pipe, each movable insertion pipe is arranged on the upper portion of the corresponding valve plate, each valve plate can be turned over up and down relative to the corresponding door frame through the corresponding movable insertion pipe, the baffle is arranged on the inner side of the lower portion of the door frame and can prevent the valve plates from turning over towards the inner side of the corresponding door frame, the total drainage quantity of the automatic opening and closing valves is larger than the flow quantity of underground water passing through the water cross section of the underground water at the upper reaches of the underground water area, and the sea wave, seawater can not flow backward to invade the inner side of the sea wall, and water on the inner side of the sea wall is discharged by flushing a valve plate through natural hydraulic kinetic energy generated by the downstream slope of underground water on the upstream of an underground water area.
The height of the top of the sea wall is 1.0m higher than the sea tide storm water level, the height of the bottom of the automatic opening and closing valve is 0.5m higher than the sea tide storm water level, so that the seawater backflow inlet channel can be thoroughly plugged under the condition that the normal sea water level or the sea tide storm water level is high, the seawater cannot flow backward to invade the inner side of the sea wall, and the water in the inner side of the sea wall can be drained to the outer side of the sea wall through the automatic opening and closing valve.
The sea wall takes reinforced concrete piles as main shafts, the diameter of each reinforced concrete pile is 1.0-2.0 m, each reinforced concrete pile extends into the waterproof rock-soil layer at the bottom of the aquifer, the depth of each reinforced concrete pile is 1/3, the length of each reinforced concrete pile is 1/3, and the distance between every two reinforced concrete piles is 0.3-0.5 m; the plain concrete piles are arranged on the outer side of the sea wall, the diameter of each plain concrete pile is 0.6-0.8 m, each plain concrete pile is arranged at a triangular position between every two reinforced concrete piles, the distance between each plain concrete pile and each reinforced concrete pile is 0.2m, and the pile length of each plain concrete pile is equal to that of each reinforced concrete pile.
The railings which stretch over the automatic open-close valve are fixed on two sides of the automatic open-close valve, the maximum opening angle of the valve plate is controlled to be 30 degrees by the railings, so that seawater can be prevented from flowing backwards from the valve, and meanwhile, the strength of the valve plate is enhanced.
The height of the baffle is 2-3 cm, so that pressure on the valve plate generated when seawater flows backward is reduced.
The construction method of the treatment system for the groundwater backflow by the seawater specifically comprises the following steps:
the method comprises the following steps of (I) carrying out ground topographic mapping on an area where groundwater is subjected to seawater backflow, wherein the ground topographic mapping comprises the following steps:
(1) measuring the rain collecting area in the underground water area, the ground elevation from the upstream of the underground water area to the seawater backflow water inlet area, the natural gradient of the ground, the normal water level elevation of the seawater, the sea tide storm water level elevation and the historical highest water level elevation subjected to the attack of extreme climate, strong storm and great wave;
(2) the urban and rural resident distribution, the industrial and agricultural distribution, the pumping well distribution and the daily pumping underground water volume data are known;
(II) underground geological drilling is carried out on the water inlet section from the upper reaches of the underground water area to the seawater back-flow, and the underground geological drilling method comprises the following steps:
(1) the characteristics of an underground quaternary aquifer are known, including a distribution sequence, a layer thickness, a layer inclination angle, the properties of a water-impervious rock soil layer at the bottom of the aquifer and an inclination angle of the water-impervious rock soil layer;
(2) measuring the highest water level elevation, the normal water level elevation and the lowest water level elevation of the aquifer in the water-rich period;
(3) measuring the width of the cross section of the seawater backward flow water inlet section, the thickness of a water-bearing layer on the cross section and the elevation of a waterproof rock-soil layer at the bottom of the water-bearing layer;
surveying the depth end point of backward seawater intrusion, and adopting an electrical method profile survey method, wherein the method comprises the following specific steps:
(1) a plurality of electrical method section lines are arranged in parallel on the ground from the upper reaches of the underground water area to the seawater backflow water inlet section, and electrical method section survey is carried out;
(2) connecting the first low resistivity reduction points on each electrical section line according to the measured resistivity value to form a seawater backflow invasion depth finishing line which is also a boundary line between the underground water area and the seawater backflow area;
and (IV) analyzing the reason for the groundwater to be back-flowed by the seawater, and evaluating the occurrence frequency and the destructiveness of the groundwater:
(1) the groundwater is invaded by the reverse flow of the normal water level of the seawater for three reasons, namely ① invasion by the reverse flow of the normal water level of the seawater, ② invasion by the reverse flow of the sea wave and storm water level, ③ invasion by the reverse flow of the extreme climate, storm and billow;
(2) evaluating the frequency of occurrence and the destructiveness of the three causes:
① the backflow phenomenon caused by the first and second reasons occurs frequently and is less destructive;
② the third reason is that the product is attacked by extreme weather, storm and billow, and has low probability of occurrence, fierce incoming force and high destructiveness;
(V) constructing anti-marine lifting: and (4) constructing a sea wall at the seawater backflow inlet according to results obtained in the steps (I), (II), (III) and (IV).
The construction method of the treatment system for the groundwater flowing backwards by the seawater further comprises the following steps: and a plurality of water quality monitoring wells are distributed in the seawater back-flow area for water quality monitoring.
The construction method of the treatment system for the groundwater flowing backwards by the seawater further comprises the following steps: and constructing a reservoir, planting grass and planting trees in an upstream rain collecting area region of the underground water region to supplement an underground water source.
The construction method of the treatment system for the groundwater back flow by the seawater comprises the following steps of surveying the depth end point of the seawater back flow invasion, and adopting a water quality inspection method, wherein the method comprises the following specific steps: and drilling a well by using a drilling machine from the upper reaches of the underground water area to the seawater backflow inlet area, taking a water sample in the well for water quality inspection, determining seawater backflow invasion position points according to the water quality inspection result, and connecting the seawater backflow invasion position points to form a seawater backflow invasion depth final point line, wherein the final point line is also a boundary line between the underground water area and the seawater backflow area.
Compared with the prior art, the invention has the following beneficial effects:
(1) the structure of the system is that a sea wall is constructed at the seawater back-flow water inlet according to the conditions of geology, topography, underground quaternary aquifer and natural gradient of the aquifer from the upper reaches of the underground water area to the seawater back-flow water inlet, a plurality of automatic opening and closing valves are distributed at the upper part of the sea wall, the seawater back-flow water inlet channel can be thoroughly blocked under the conditions of normal water level elevation of seawater or sea tide storm water level elevation, the seawater can not flow back to invade the inner side of the sea wall, and the water at the inner side of the sea wall is flushed by the natural hydraulic kinetic energy generated by the downstream gradient of the underground water area through the underground water at the upper reaches of the underground water area to discharge the valve plate of the automatic opening and closing valves. When the extreme climate strong storm surge comes, the surge turns over from the breakwater embankment top, the backward flowing seawater invades into the groundwater region, the backward flowing seawater stops when the strong storm surge stops, most of the backward flowing seawater can flow back from the ground slope, flows back to the sea after turning over the breakwater embankment top, and the other part of seawater permeates into the groundwater aquifer and is fused with the groundwater to be converged into a seawater backward flowing region; the water in the seawater reverse irrigation area is discharged by flushing a valve plate of an automatic opening and closing valve through natural hydraulic kinetic energy generated by the downstream slope of the underground water at the upstream of the underground water area, and flows back to the sea. The invention realizes the self-cleaning function of the seawater reverse irrigation area, thereby solving the treatment problem of the seawater reverse irrigation area, realizing ecological self-restoration, protecting the environment and saving the cost.
(2) The invention fully utilizes the characteristics of natural hydraulic kinetic energy: the system can continuously exert force in minutes and seconds after one year and day, continuously squeeze water in the seawater reverse irrigation area from the automatic opening and closing valve at the upper part of the sea wall back to the sea, so that the seawater in the seawater reverse irrigation area is completely removed, and the treatment system plays an active role in prevention and control, and meets the requirement of long-term control and long-term safety.
(3) The sea wall has reasonable structural design and high strength and stability.
(4) Reservoir, grass planting and tree planting are built in the area of the upper rain collecting area of the underground water area, the supplement of underground water sources is realized, and the ecological environment is developed in a better direction.
Drawings
FIG. 1 is a plan view of a survey of a groundwater flooded area;
FIG. 2 is an electrical cross-sectional view;
FIG. 3 is a cross-sectional view of a treatment system in which groundwater is back-flowed with seawater;
FIG. 4 is a plan view of arrangement of reinforced concrete piles and plain concrete piles of the sea wall;
FIG. 5 is an elevational view of the seawall;
FIG. 6 is a schematic view of an automatic on-off valve;
FIG. 7 is a schematic diagram of the automatic on/off valve opening;
wherein, 1, an electrical method section line, 2, a sea water back-filling invasion depth end line, which is a boundary line between an underground water area and a sea water back-filling area, 3, an underground water flowing direction, 4, a water quality monitoring well, 5, a sea water back-filling direction, 6, a sea water back-filling area, 7, an underground water area, 8, a sea-dam, 9, a water passing cross section, 10, a resistivity point, 11, a ground, 12, an aquifer inclination direction, 13, a sea-dam top and sea tide storm water level height difference h, 14, a sea tide storm water level extension line and aquifer inclination line intersection included angle, 15, an automatic open-close valve bottom and sea tide storm water level height difference h1, 16, an aquifer bottom waterproof rock-soil layer, 17, a reinforced concrete pile, 18, a plain concrete pile, 19, a sea-dam top, 20, an automatic open-close valve, 21, an automatic open-close valve bottom, 22 sea tide storm water, 23, a valve plate, 24 a door frame, 25, Movable insertion tube 26, baffle 27, railing 28, drainage direction 29 and valve plate opening angle.
Detailed Description
The technical solution of the present invention is further illustrated by the following examples.
The invention relates to a treatment system for groundwater backflow by seawater, which has the following structure:
according to the conditions of geology, topography, underground quaternary aquifer and aquifer natural gradient from the upper reaches of the groundwater area to the seawater backflow water inlet section, a sea wall 8 is built at the seawater backflow water inlet, a plurality of automatic opening and closing valves 20 are distributed at the upper part of the sea wall 8, each automatic opening and closing valve comprises a valve plate 23, a door frame 24 and a baffle 26, the valve plate 23 is connected with the door frame 24 through a movable insertion pipe 25, the movable insertion pipe 25 is arranged at the upper part of the valve plate 23, an insertion groove corresponding to the movable insertion pipe 25 is arranged at the upper part of the door frame 24, the valve plate 23 can be turned over up and down relative to the door frame 24 through the movable insertion pipe 25, the baffle 26 is arranged at the inner side of the lower part of the door frame 24, the baffle 26 can prevent the valve plate 23 from turning over towards the inner side of the door frame 24, the height of the baffle 26 is 2-3 cm, and, under the condition of normal water level elevation of seawater or sea tide storm water level elevation, the sea wall 8 completely blocks the water inlet channel for backward flowing of seawater, the seawater cannot enter the inner side of the sea wall 8, and water on the inner side of the sea wall 8 utilizes natural hydraulic kinetic energy generated by the descending slope of underground water on the upstream of the underground water region 7 to flush the valve plate 23 for discharging.
The height of the top 19 of the seawall is 1.0m higher than the sea tide storm water level 22; the height of the bottom 21 of the automatic opening and closing valve is 0.5m higher than the sea tide storm water level 22, so that the seawater backflow inlet channel can be completely blocked under the condition that the normal seawater level or the sea tide storm water level is high, the seawater cannot flow backward and invade the inner side of the sea wall 8, and the water in the inner side of the sea wall 8 can be discharged to the outer side of the sea wall 8 through the automatic opening and closing valve 20.
The sea wall 8 takes a reinforced concrete pile 17 as a main shaft, the diameter of the reinforced concrete pile 17 is 1.0-2.0 m, the reinforced concrete pile 17 extends into the waterproof rock-soil layer 16 at the bottom of the aquifer, the depth of the reinforced concrete pile 17 is 1/3 of the pile length of the reinforced concrete pile 17, and the distance between the reinforced concrete piles 17 is 0.3-0.5 m; a row of plain concrete piles 18 are arranged on the outer side of the sea wall 8, the diameter of each plain concrete pile 18 is 0.6-0.8 m, each plain concrete pile 18 is arranged at a triangular position between the reinforced concrete piles 17, the distance between each plain concrete pile 18 and each reinforced concrete pile 17 is 0.2m, and the pile length of each plain concrete pile 18 is equal to that of each reinforced concrete pile 17.
The railings 27 crossing the automatic open-close valve 20 are fixed on two sides of the automatic open-close valve 20, and the railing 27 controls the maximum opening angle of the valve plate 23 to be 30 degrees.
The construction method of the treatment system for the groundwater backflow by the seawater specifically comprises the following steps:
the method comprises the following steps of (I) carrying out ground topographic mapping on an area where groundwater is subjected to seawater backflow, wherein the ground topographic mapping comprises the following steps:
(1) measuring the rain collecting area in the underground water area, the ground elevation from the upstream of the underground water area to the seawater backflow water inlet area, the natural gradient of the ground, the normal water level elevation of the seawater, the sea tide storm water level elevation and the historical highest water level elevation subjected to the attack of extreme climate, strong storm and great wave;
(2) and (3) knowing urban and rural resident distribution, industrial and agricultural distribution, pumping well distribution and daily pumping underground water volume data.
(II) underground geological drilling is carried out on the water inlet section from the upper reaches of the underground water area to the seawater back-flow, and the underground geological drilling method comprises the following steps:
(1) the characteristics of an underground quaternary aquifer are known, including a distribution sequence, a layer thickness, a layer inclination angle, the properties of a water-impervious rock soil layer at the bottom of the aquifer and an inclination angle of the water-impervious rock soil layer;
(2) measuring the highest water level elevation, the normal water level elevation and the lowest water level elevation of the aquifer in the water-rich period;
(3) and measuring the width of the cross section of the seawater back-flowing water inlet section, the thickness of the water-bearing layer of the cross section and the elevation of the impervious rock-soil layer at the bottom of the water-bearing layer.
Thirdly, surveying the depth end point of the backward flow invasion of the seawater, and the specific method comprises the following steps:
(1) the first method comprises the following steps: electrical method profiling
(a) A plurality of electrical method section lines are arranged in parallel on the ground from the upper reaches of the underground water area to the seawater backflow water inlet section, and electrical method section survey is carried out;
(b) connecting the first low resistivity reduction points on each electrical section line according to the measured resistivity value to form a seawater backflow invasion depth finishing line which is also a boundary line between the underground water area and the seawater backflow area;
(2) the second method comprises the following steps: and drilling a well by using a drilling machine from the upper reaches of the underground water area to the seawater backflow inlet area, taking a water sample in the well for water quality inspection, determining seawater backflow invasion position points according to the water quality inspection result, and connecting the seawater backflow invasion position points to form a seawater backflow invasion depth final point line, wherein the final point line is also a boundary line between the underground water area and the seawater backflow area.
And (IV) analyzing the reason for the groundwater to be back-flowed by the seawater, and evaluating the occurrence frequency and the destructiveness of the groundwater:
(1) the groundwater is invaded by the reverse flow of the normal water level of the seawater for three reasons, namely ① invasion by the reverse flow of the normal water level of the seawater, ② invasion by the reverse flow of the sea wave and storm water level, ③ invasion by the reverse flow of the extreme climate, storm and billow;
(2) evaluating the frequency of occurrence and the destructiveness of the three causes:
① the backflow phenomenon caused by the first and second reasons occurs frequently and is less destructive;
② the third reason is that it is attacked by extreme weather, storm and great wave, and has low probability of occurrence, fierce incoming force and great destructiveness.
(V) constructing anti-marine lifting:
according to the results obtained in the steps (I), (II), (III) and (IV), a sea wall is constructed at the seawater back-flow water inlet, and the design of the sea wall is as follows:
a sea wall 8 is constructed at the seawater backflow inlet, and a plurality of automatic opening and closing valves 20 are distributed at the upper part of the sea wall 8; the automatic opening and closing valve comprises a valve plate 23, a door frame 24 and a baffle 26, wherein the valve plate 23 is connected with the door frame 24 through a movable insertion tube 25, the movable insertion tube 25 is arranged at the upper part of the valve plate 23, the upper part of the door frame 24 is provided with a slot corresponding to the movable insertion tube 25, the valve plate 23 can be turned over up and down relative to the door frame 24 through the movable insertion tube 25, the baffle 26 is arranged at the inner side of the lower part of the door frame 24, the baffle 26 can prevent the valve plate 23 from turning over towards the inner side of the door frame 24, the height of the baffle 26 is 2-3 cm, handrails 27 stretching across the automatic opening and closing valve 20 are fixed at two sides of; the height of the top 19 of the seawall is 1.0m higher than the sea tide storm water level 22; the bottom 21 of the automatic open-close valve is 0.5m higher than the sea wave water level 22; the sea wall preventing 8 takes the reinforced concrete piles 17 as main shafts, the diameter of each reinforced concrete pile 17 is 1.0-2.0 m, each reinforced concrete pile 17 penetrates into the waterproof rock-soil layer 16 at the bottom of the aquifer, the penetration length of each reinforced concrete pile 17 is 1/3, and the distance between every two adjacent reinforced concrete piles 17 is 0.3-0.5 m; arranging a row of plain concrete piles 18 on the outer side of the sea wall 8, wherein the diameter of each plain concrete pile 18 is 0.6-0.8 m, the plain concrete piles 18 are arranged at the triangular positions among the reinforced concrete piles 17, the distance between each plain concrete pile 18 and each reinforced concrete pile 17 is 0.2m, and the pile length of each plain concrete pile 18 is equal to that of each reinforced concrete pile 17; constructing a reinforced concrete pile firstly, and constructing a plain concrete pile secondly; the total discharge of the automatic open-close valve 20 is larger than the groundwater flow of the groundwater upstream of the groundwater zone 7 through the water passing cross section 9.
Groundwater flow Q (m) of cross section of water3) The calculation method comprises the following steps:
① is located at upstream side of boundary line between groundwater region and seawater back-flow region, and is used as water passing cross section for groundwater to pass through;
② Water Cross-sectional area V (Square meter)
V＝A×B
A is the average value of the width of the cross section of the water;
b is the average value of the thickness of the aquifer of the water passing cross section;
③ calculating the upstream underground hydraulic gradient i of water cross section
i＝h/L
L is the distance between the cross section of the water and the two ends of the upstream riverbed;
h is the height difference of the water level of the cross section of the water flowing to the two ends of the upstream riverbed;
④ groundwater flow rate Q (m) of water passing cross section3)
Q-K × h/L× V, or Q-K × i × V
K ═ permeability coefficient (m/day);
i is the upstream underground hydraulic gradient of the cross section of the water passing;
v is the cross sectional area of water (square meter).
And sixthly, a plurality of water quality monitoring wells are distributed in the seawater back-flow area for water quality monitoring.
And (seventhly) constructing a reservoir, planting grass and planting trees in the area of the rainwater collection area at the upstream of the underground water area to supplement the underground water source.
According to the obtained water passing cross section of the boundary section between the underground water area and the seawater back-flow area and the related data of the seawater back-flow area, the total time consumed for clearing the water volume of the seawater back-flow area can be calculated:
(1) calculating the water quantity Q flowing into the seawater reverse irrigation area in the underground water area every day:
① is located at upstream side of boundary line between groundwater region and seawater back-flow region, and is used as water passing cross section for groundwater to pass through;
② Water Cross-sectional area V (Square meter)
V＝A×B
A is the average value of the width of the cross section of the water;
b is the average value of the thickness of the aquifer of the water passing cross section;
③ calculating the upstream underground hydraulic gradient i of water cross section
i＝h/L
L is the distance between the cross section of the water and the two ends of the upstream riverbed;
h is the height difference of the water level of the cross section of the water flowing to the two ends of the upstream riverbed;
④ groundwater flow rate Q (m) of water passing cross section3)
Q-K × h/L× V, or Q-K × i × V
K ═ permeability coefficient (m/day);
i is the upstream underground hydraulic gradient of the cross section of the water passing;
v is the cross sectional area of water (square meter).
(2) Calculating the water content W of the aquifer of the seawater inverted irrigation area1(m3)：
① Total volume W (m) of aquifer in seawater inverted irrigation district3)
W＝A×B×H
A is the average distance value from the sea wall to the sea water back flow invasion depth finishing line;
b is (sea wall length + boundary line length between underground water region and seawater back-flow region)/2;
h is the average value of the water level height of the aquifer in the seawater back-flow area.
② calculating water content W of aquifer in seawater pouring area1(m3)
W1＝W×e
Total volume of aquifer (m) in sea water pouring area3)；
And e is the average water supply rate per cubic meter of the aquifer of the seawater reverse irrigation area.
(3) Total time T (day) for removing water quantity in the seawater reverse flow region:
T＝W1/Q
W1water content (m) of aquifer in sea water irrigation area3)
Water flow (m) of water passing cross section3)。
The working principle of the treatment system for the groundwater flowing backwards by the seawater is as follows:
under the condition of normal water level elevation of seawater or sea tide storm water level elevation, the sea wall 8 completely blocks the inlet channel for backward flowing of seawater, the seawater cannot enter the inner side of the sea wall 8, and water in the inner side of the sea wall 8 utilizes natural hydraulic kinetic energy generated by the descending slope of underground water in the upstream of the underground water region 7 to flush the valve plate 23 of the automatic opening and closing valve 20 for discharging. When the extreme climate strong storm surge comes, the surge passes through the breakwater bank top 19, the backward flowing seawater invades into the underground water area 7, the strong storm surge stops, most of the backward flowing seawater can flow back from the ground slope, the backward flowing seawater flows back to the sea after passing through the breakwater bank top 19, the other part of seawater permeates into the underground aquifer and is fused with the underground water to be converged into the seawater backward flowing area 6; the water in the seawater reverse irrigation area 6 is flushed and discharged by the valve plate 23 of the automatic opening and closing valve 20 by utilizing the natural hydraulic kinetic energy generated by the underground water at the upper stream of the underground water area 7 through the downstream slope, and flows back to the sea. The invention realizes the self-cleaning function of the seawater reverse irrigation area, thereby solving the treatment problem of the seawater reverse irrigation area, realizing ecological self-restoration, protecting the environment and saving the cost.
Claims (7)
1. The treatment system for the groundwater to be backwashed by the seawater is characterized by comprising the following structures:
according to the conditions of geology, topography, underground quaternary aquifer and aquifer natural gradient from the upper reaches of the underground water area to the sea water backflow water inlet section, a sea wall is built at the sea water backflow water inlet, a plurality of automatic opening and closing valves are distributed on the upper portion of the sea wall, each automatic opening and closing valve comprises a valve plate, a door frame and a baffle, each valve plate is connected with the door frame through a movable insertion pipe, each movable insertion pipe is arranged on the upper portion of the corresponding valve plate, each valve plate can be turned over up and down relative to the corresponding door frame through the corresponding movable insertion pipe, the baffle is arranged on the inner side of the lower portion of the door frame and can prevent the valve plates from turning over towards the inner side of the corresponding door frame, the total drainage quantity of the automatic opening and closing valves is larger than the flow quantity of underground water passing through the water cross section of the underground water at the upper reaches of the underground water area, and the sea wave, seawater can not flow backward to invade the inner side of the sea wall, and water on the inner side of the sea wall is discharged by flushing a valve plate through natural hydraulic kinetic energy generated by downstream slope drop by utilizing underground water on the upstream of an underground water area;
the height of the top of the seawall is 1.0m higher than the sea tide storm water level; the bottom of the automatic opening and closing valve is 0.5m higher than the sea tide storm water level;
the railing which stretches across the automatic open-close valve is fixed on two sides of the automatic open-close valve, and the railing controls the maximum opening angle of the valve plate to be 30 degrees.
2. A treatment system for groundwater backflow with seawater as claimed in claim 1, wherein the seawall takes reinforced concrete piles as main shafts, the diameter of each reinforced concrete pile is 1.0-2.0 m, the reinforced concrete piles penetrate into the waterproof rock-soil layer at the bottom of the aquifer and penetrate 1/3 with the length of the reinforced concrete piles, and the distance between the reinforced concrete piles is 0.3-0.5 m; the plain concrete piles are arranged on the outer side of the sea wall, the diameter of each plain concrete pile is 0.6-0.8 m, each plain concrete pile is arranged at a triangular position between every two reinforced concrete piles, the distance between each plain concrete pile and each reinforced concrete pile is 0.2m, and the pile length of each plain concrete pile is equal to that of each reinforced concrete pile.
3. A treatment system for groundwater which is backwashed with seawater as claimed in claim 1, wherein the height of the baffle is 2-3 cm.
4. The construction method of a treatment system for seawater-back flow of underground water according to claim 1, which comprises the following steps:
the method comprises the following steps of (I) carrying out ground topographic mapping on an area where groundwater is subjected to seawater backflow, wherein the ground topographic mapping comprises the following steps:
(1) measuring the rain collecting area in the underground water area, the ground elevation from the upstream of the underground water area to the seawater backflow water inlet area, the natural gradient of the ground, the normal water level elevation of the seawater, the sea tide storm water level elevation and the historical highest water level elevation subjected to the attack of extreme climate, strong storm and great wave;
(2) the urban and rural resident distribution, the industrial and agricultural distribution, the pumping well distribution and the daily pumping underground water volume data are known;
(II) underground geological drilling is carried out on the water inlet section from the upper reaches of the underground water area to the seawater back-flow, and the underground geological drilling method comprises the following steps:
(1) the characteristics of an underground quaternary aquifer are known, including a distribution sequence, a layer thickness, a layer inclination angle, the properties of a water-impervious rock soil layer at the bottom of the aquifer and an inclination angle of the water-impervious rock soil layer;
(2) measuring the highest water level elevation, the normal water level elevation and the lowest water level elevation of the aquifer in the water-rich period;
(3) measuring the width of the cross section of the seawater backward flow water inlet section, the thickness of a water-bearing layer on the cross section and the elevation of a waterproof rock-soil layer at the bottom of the water-bearing layer;
surveying the depth end point of backward seawater intrusion, and adopting an electrical method profile survey method, wherein the method comprises the following specific steps:
(1) a plurality of electrical method section lines are arranged in parallel on the ground from the upper reaches of the underground water area to the seawater backflow water inlet section, and electrical method section survey is carried out;
(2) connecting the first low resistivity reduction points on each electrical section line according to the measured resistivity value to form a seawater backflow invasion depth finishing line which is also a boundary line between the underground water area and the seawater backflow area;
and (IV) analyzing the reason for the groundwater to be back-flowed by the seawater, and evaluating the occurrence frequency and the destructiveness of the groundwater:
(1) the groundwater is invaded by the reverse flow of the normal water level of the seawater for three reasons, namely ① invasion by the reverse flow of the normal water level of the seawater, ② invasion by the reverse flow of the sea wave and storm water level, ③ invasion by the reverse flow of the extreme climate, storm and billow;
(2) evaluating the frequency of occurrence and the destructiveness of the three causes:
① the backflow phenomenon caused by the first and second reasons occurs frequently and is less destructive;
② the third reason is that the product is attacked by extreme weather, storm and billow, and has low probability of occurrence, fierce incoming force and high destructiveness;
(V) constructing anti-marine lifting: and (4) constructing a sea wall at the seawater backflow inlet according to results obtained in the steps (I), (II), (III) and (IV).
5. The method of claim 4, further comprising: and a plurality of water quality monitoring wells are distributed in the seawater back-flow area for water quality monitoring.
6. The method of claim 4, further comprising: and constructing a reservoir, planting grass and planting trees in an upstream rain collecting area region of the underground water region to supplement an underground water source.
7. The construction method of a treatment system for seawater reverse flow of underground water as claimed in claim 4, wherein surveying the depth end point of seawater reverse flow invasion further comprises using a water quality inspection method, comprising the steps of: and drilling a well by using a drilling machine from the upper reaches of the underground water area to the seawater backflow inlet area, taking a water sample in the well for water quality inspection, determining seawater backflow invasion position points according to the water quality inspection result, and connecting the seawater backflow invasion position points to form a seawater backflow invasion depth final point line, wherein the final point line is also a boundary line between the underground water area and the seawater backflow area.
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| CN102288647A (en) * | 2011-05-16 | 2011-12-21 | 中国海洋大学 | Automatic in-situ monitoring method and system for scope and degree of underground seawater intrusion |
| KR20140111776A (en) * | 2013-03-12 | 2014-09-22 | 주식회사 포스코건설 | Seawater penentration prevention structure for well |
| CN104459823A (en) * | 2014-12-17 | 2015-03-25 | 中冶集团武汉勘察研究院有限公司 | Method for testing sea breach interface through comprehensive geophysical prospection |
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