CN111910665A - Precipitation treatment method for steeply inclined strip-shaped interbedded composite stratum foundation pit - Google Patents
Precipitation treatment method for steeply inclined strip-shaped interbedded composite stratum foundation pit Download PDFInfo
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- 239000002131 composite material Substances 0.000 title claims abstract description 17
- 238000001556 precipitation Methods 0.000 title claims abstract description 16
- 238000000034 method Methods 0.000 title claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 90
- 235000019738 Limestone Nutrition 0.000 claims abstract description 22
- 239000006028 limestone Substances 0.000 claims abstract description 22
- 238000010276 construction Methods 0.000 claims abstract description 19
- 238000005086 pumping Methods 0.000 claims abstract description 7
- 238000003973 irrigation Methods 0.000 claims abstract description 5
- 230000002262 irrigation Effects 0.000 claims abstract description 5
- 238000005259 measurement Methods 0.000 claims abstract description 4
- 230000009467 reduction Effects 0.000 claims description 13
- 239000011435 rock Substances 0.000 claims description 13
- 230000009189 diving Effects 0.000 claims description 12
- 230000000694 effects Effects 0.000 claims description 12
- 238000007689 inspection Methods 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 9
- 238000012360 testing method Methods 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000007569 slipcasting Methods 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 3
- 238000009792 diffusion process Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 230000008901 benefit Effects 0.000 abstract description 5
- 239000004927 clay Substances 0.000 abstract description 4
- 238000004519 manufacturing process Methods 0.000 abstract description 4
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 3
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 3
- 101150054854 POU1F1 gene Proteins 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 239000005442 atmospheric precipitation Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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- 239000004576 sand Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
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- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a precipitation treatment method for a steeply inclined strip-shaped interbedded composite stratum foundation pit; the invention comprises an open cut hall shallow pit, an open cut hall deep pit, a station shallow pit, a deep-shallow pit boundary, an end well deep pit area, a track-passing cable deepening area, a water collecting pit, an underground continuous wall, inner side limestone crack grouting, wall bottom limestone crack grouting, a depressurization well, a drainage well, a pressure-bearing water observation well and emergency recharge well and a downward turning beam pit groove. The invention is particularly suitable for treating underground water of the foundation pit of the composite stratum of the upper old city miscellaneous fill, the middle hard plastic clay and the lower bedrock. The invention can be summarized as follows: the method comprises the steps of totally closing, local grouting, upper drainage, lower depressurization, bottom drainage and external measurement irrigation. The invention can reduce the number of dewatering wells and the water pumping amount, and save the construction period and the manufacturing cost; meanwhile, the safety of the foundation pit and the surrounding environment can be ensured, and good economic and safety benefits are obtained.
Description
Technical Field
The invention relates to the technical field of constructional engineering, urban rail transit, tunnels and underground engineering, in particular to a precipitation treatment method for a steeply inclined strip interbedded bedrock composite stratum foundation pit.
Background
With the development of urbanization, underground foundation pit engineering is more and more, and encountered engineering and hydrogeology are more and more complex. The treatment of underground water is of great importance to foundation pit engineering, and the successful treatment of underground water is the premise of safety of the foundation pit engineering.
The composite stratum is usually a stratum with a soil layer at the upper part and a rock layer at the lower part, and foundation pit dewatering is carried out in the stratum according to similar engineering investigation at home and abroad, so that the dewatering design is more conservative, the manufacturing cost is increased, and the construction period is prolonged; in addition, if upper diving and lower confined water exist, the confined water can cause the change of the upper diving and the surrounding environment, and even cause engineering and surrounding environment safety accidents.
The invention provides a precipitation treatment method for a foundation pit with a steeply inclined strip-shaped interbedded composite stratum, which is suitable for treating underground water of the foundation pit with an upper old city miscellaneous fill, a middle hard plastic clay and a bedrock with a steeply inclined strip-shaped interbedded part, wherein the underground water of the foundation pit with a higher confined water composite stratum exists in the limestone. And is suitable for foundation pit dewatering in other composite stratums. The number of dewatering wells and the water pumping amount can be reduced, and the construction period and the construction cost are saved; meanwhile, the safety of the foundation pit and the surrounding environment can be ensured, and good economic and safety benefits are obtained.
Disclosure of Invention
Aiming at the problem of foundation pit precipitation in the existing composite stratum, the method is suitable for treating the underground water of the foundation pit in the composite stratum of the upper old city miscellaneous fill, the middle hard plastic clay and the lower bedrock; the invention provides a precipitation treatment method for a steeply inclined strip interbedded composite stratum foundation pit, which can be summarized as follows: "totally closed, local grouting, upper drainage, lower depressurization, bottom drainage and external irrigation"; the number of dewatering wells and the water pumping amount are reduced, and the construction period and the construction cost are saved; meanwhile, the safety of the foundation pit and the surrounding environment can be ensured, and good economic and safety benefits are obtained.
The technical scheme adopted by the invention is as follows: a precipitation treatment method for a foundation pit with a steeply inclined strip-shaped interbedded composite stratum comprises the following specific construction methods:
step 1, constructing an underground continuous wall of a foundation pit; the foundation pit consists of an open cut hall shallow pit, an open cut hall deep pit and a station shallow pit; the open cut hall deep pit adopts slope excavation, and the open cut hall shallow pit and the open cut hall deep pit are connected through a shallow-deep pit boundary;
constructing a grouting hole at the inner side of the underground continuous wall, wherein the grouting range is 13.5m below the bottom of the foundation pit, and grouting the limestone cracks at the inner side of the underground continuous wall;
the distance between the adjacent grouting holes is 2m, and the effective diffusion radius of the grouting holes is 1.5 m; grouting final pressure is not less than 3 MPa; adopting cement-water glass double-liquid slurry; the mass ratio of cement to water glass of the double-liquid slurry is 1: 1-1: 0.5, wherein the modulus of the water glass is 2.4-2.8, and the Baume degree is 30-42 Be; before formal construction, field test is carried out, and grouting parameters are adjusted according to test results; the slip casting pipe adopts ∅ 90mm steel floral tube slip casting;
and (5) finishing grouting standard: the single-hole grouting pressure reaches the design final pressure and grouting is continued for more than 20min, and the hole grouting can be finished; the single-hole grouting amount is approximately the same as the designed grouting amount, and the hole grouting can be finished when the grouting amount is less than 20-30L/min;
and (3) grouting effect inspection: after the grouting holes of one grouting section are completely injected, 2-3 holes are drilled every 50 square meters to check the grouting effect, a core is taken to observe the filling condition of the grout, the water inflow in the holes is not more than 0.2L/min.m, and the water leakage at a certain position is not more than 10L/min; or carrying out a pressurized water test, wherein the water inflow of the inspection hole is less than 10L/min.m under the pressure of 1.0 MPa. Otherwise, drilling and grouting are encrypted;
after grouting and grouting inspection are finished, hole sealing work of a grouting hole and an inspection hole is needed, and hole sealing is strictly executed according to geological requirements;
step 4, reducing pressure, wherein before the soil body in the foundation pit is excavated, pressure reduction well construction is required, and confined water in the limestone is reduced as required;
step 6, external measurement and irrigation, namely constructing a pressure-bearing water observation well and an emergency recharge well on the outer side of the foundation pit, wherein the depth of the pressure-bearing water observation well and the emergency recharge well is the same as the depth of a depressurization well on the inner side of the foundation pit; the pressure reduction effect of the pressure reduction well in the foundation pit is observed, and the pressure-bearing water observation well and the emergency recharge well can be used for observing the pressure-bearing water level outside the pit, so that the pressure reduction as required is ensured; if the deformation of the surrounding ground surface and the environment is large due to the pressure reduction in the pit, the pressure-bearing water observation well and the emergency recharge well can be used for recharging.
Compared with the prior art, the invention has the beneficial effects that:
(1) the type of underground water is determined, and the underground water is diving in the miscellaneous filling soil of the old city at the upper part and fracture water in bedrock; the diving is supplied by atmospheric precipitation, and the confined water is supplied by formation underground water and surrounding bedrock fracture water; and the confined water of the bedrock is not in hydraulic connection with the diving of the upper part, and the confined water precipitation cannot influence the surrounding environment.
(2) The distribution range of the strips of the foundation rock of the pit bottom and the water-rich performance of the strips are determined. The shale and the sand page are water-resisting layers and are weakly connected with the limestone; the pressure bearing is positioned in the limestone strip, the limestone has karst caves and cracks, the pressure bearing water is supplied along the trend of the rock strip in the supply direction, and is supplied in the northeast → southwest direction; limestone fissure water at the upper section of the steamed bun group is most intense in vertical runoff along joints and bedding planes; poor hydraulic communication between the strips.
(3) And local grouting is performed on the upper section of the steamed bun group with larger confined water to fill rock cracks, the confined water bypass path length is increased, the confined water supply on the north side of the foundation pit is reduced, and finally the pumping capacity of the confined water is reduced.
(4) The water-rich limestone stripe range is combined, the depressurization wells are arranged in the limestone stripes, and compared with the conventional composite stratum foundation pit, the depressurization wells are fewer in number, better in depressurization effect and more targeted.
(5) After the pit bottom is excavated, a deepened area of a station structure is utilized, large-area pressure relief is realized, water collection and open drainage are realized, the confined water level is effectively reduced, the number of dewatering wells is reduced, and investment and construction period are saved.
(6) An observation well and an emergency recharge well are arranged outside the pit, so that the pressure reduction effect of the confined water well in the pit and the change of confined water outside the pit can be observed at any time, and precipitation as required is ensured;
in conclusion, the invention is based on similar composite strata, can reduce the number of dewatering wells and the water pumping amount, and saves the construction period and the construction cost; meanwhile, the safety of the foundation pit and the surrounding environment can be ensured, and good economic and safety benefits are obtained.
Drawings
FIG. 1 is a reduced horizontal floor plan of the present invention;
FIG. 2 is a longitudinal section of the precipitation A-A of the present invention;
FIG. 3 is a sectional view of the precipitation B-B of the present invention;
fig. 4 is a sectional view of the precipitation C-C according to the invention.
In the figure: the method comprises the following steps of 1-open cut hall shallow pit, 2-open cut hall deep pit, 3-station shallow pit, 4-deep-shallow pit boundary, 5-end well deep pit area, 6-track-passing cable channel deepening area, 7-sump pit, 8-underground diaphragm wall, 9-inner side limestone crack grouting, 10-wall bottom limestone crack grouting, 12-dry well, 11-depressurization well, 13-pressure bearing water observation well and emergency recharge well, and 14-downward beam turning pit groove.
Detailed Description
In order to make the technical solutions of the present invention better understood, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Example 1
As shown in fig. 1-4, a precipitation treatment method for a foundation pit with a steeply inclined strip-shaped interbedded composite stratum comprises the following specific construction methods:
step 1, constructing an underground continuous wall 8 of a foundation pit; the foundation pit consists of an open cut hall shallow pit 1, an open cut hall deep pit 2 and a station shallow pit 3; the open cut hall deep pit 2 adopts slope excavation, and the open cut hall shallow pit 1 and the open cut hall deep pit 2 are connected through a shallow-deep pit boundary 4;
2, drilling grouting holes in a sleeve embedded in the underground continuous wall 8, and grouting limestone cracks at the bottom of the wall 10 according to the situation of a karst cave at the bottom of the wall; the grouting holes are steel perforated pipes, the grouting depth is 5m from the soil-rock junction surface to the bottom of the underground continuous wall 8, and the grouting depth is 9.5 m;
constructing grouting holes in the inner side of the underground continuous wall 8, wherein the grouting range is 13.5m from the bottom of a foundation pit to the bottom downwards, and performing inner side limestone crack grouting 9 on the underground continuous wall 8;
the distance between the adjacent grouting holes is 2m, and the effective diffusion radius of the grouting holes is 1.5 m; grouting final pressure is not less than 3 MPa; adopting cement-water glass double-liquid slurry; the mass ratio of cement to water glass of the double-liquid slurry is 1: 1-1: 0.5, wherein the modulus of the water glass is 2.4-2.8, and the Baume degree is 30-42 Be; before formal construction, field test is carried out, and grouting parameters are adjusted according to test results; the slip casting pipe adopts ∅ 90mm steel floral tube slip casting;
and (5) finishing grouting standard: the single-hole grouting pressure reaches the design final pressure and grouting is continued for more than 20min, and the hole grouting can be finished; the single-hole grouting amount is approximately the same as the designed grouting amount, and the hole grouting can be finished when the grouting amount is less than 20-30L/min;
and (3) grouting effect inspection: after the grouting holes of one grouting section are completely injected, 2-3 holes are drilled every 50 square meters to check the grouting effect, a core is taken to observe the filling condition of the grout, the water inflow in the holes is not more than 0.2L/min.m, and the water leakage at a certain position is not more than 10L/min; or carrying out a pressurized water test, wherein the water inflow of the inspection hole is less than 10L/min.m under the pressure of 1.0 MPa. Otherwise, drilling and grouting are encrypted;
after grouting and grouting inspection are finished, hole sealing work of a grouting hole and an inspection hole is needed, and hole sealing is strictly executed according to geological requirements;
step 4, reducing pressure, wherein before the soil body in the foundation pit is excavated, a pressure reduction well 11 is required to be constructed, and the confined water in the limestone is reduced as required;
step 6, external measurement and irrigation, namely constructing a pressure-bearing water observation well and an emergency recharge well 13 on the outer side of the foundation pit, wherein the depth of the pressure-bearing water observation well and the emergency recharge well is the same as that of a depressurization well 11 on the inner side of the foundation pit; observing the depressurization effect of the depressurization well 11 in the foundation pit, and simultaneously observing the water level of the confined water outside the pit by using the confined water observation well and the emergency recharge well 13 to ensure depressurization as required; if the deformation of the surrounding earth surface and the environment is large due to the pressure reduction in the pit, the pressure-bearing water observation well and the emergency recharging well 13 can be used for recharging.
Taking the foundation pit of the Xuzhou No. 1 and No. 2 line transfer station Pengcheng square station as a typical special-shaped pit-in-pit as an example, the soil layers from top to bottom in the foundation pit construction are as follows: the upper part of the old city is filled with miscellaneous earth, the middle part of the old city is made of hard plastic clay, and the lower part of the old city is made of middle weathered limestone, shale, mudstone and sandstone with strip interbedded layers. The strips of the rock are layered with each other at a large angle, the vertical inclination angle is 65-80 degrees, and the horizontal direction is in the north-south-west direction; the shale, the mudstone and the sandstone are water-resisting layers, the limestone contains a large amount of underground confined water, the confined water is supplied along strips, the hydraulic supply among the rock strips is weak, and no hydraulic connection exists between the confined water of the bedrock and the diving of the upper layer. If a 28-mouth pressure water dewatering well, a 45-mouth dewatering well and a 34-mouth pressure water observation well which is also an emergency recharging well are required to be arranged in the foundation pit according to the conventional design, the total manufacturing cost is about 495 thousands; after the invention is adopted, the confined water precipitation well only needs to be provided with 8 ports, the drainage well is provided with 10 ports, and the confined water observation well is provided with 7 ports, so that the manufacturing cost is saved by about 379 thousands, and the economic benefit is obvious.
Meanwhile, the invention is convenient for the partitioned and segmented excavation of the foundation pit, greatly improves the unearthing efficiency and saves the construction period by about 3 months.
The present invention has been described in detail with reference to the embodiments, but the description is only illustrative of the present invention and should not be construed as limiting the scope of the invention. The scope of the invention is defined by the claims. The technical solutions of the present invention or those skilled in the art, based on the teaching of the technical solutions of the present invention, should be considered to be within the scope of the present invention, and all equivalent changes and modifications made within the scope of the present invention or equivalent technical solutions designed to achieve the above technical effects are also within the scope of the present invention. It should be noted that for the sake of clarity, parts of the description of the invention have been omitted where there is no direct explicit connection with the scope of protection of the invention, but where components and processes are known to those skilled in the art.
Claims (2)
1. A precipitation treatment method for a steeply inclined strip-shaped interbedded composite stratum foundation pit is characterized by comprising the following steps of: the specific construction method comprises the following steps:
step 1, constructing an underground continuous wall (8) of a foundation pit; the foundation pit consists of an open cut hall shallow pit (1), an open cut hall deep pit (2) and a station shallow pit (3); the open cut hall deep pit (2) adopts slope excavation, and the open cut hall shallow pit (1) and the open cut hall deep pit (2) are connected through a shallow-deep pit boundary (4);
2, drilling grouting holes in a sleeve embedded in the underground continuous wall (8), and grouting limestone cracks at the bottom of the wall (10) according to the situation of a karst cave at the bottom of the wall; the grouting holes are steel perforated pipes, the grouting depth is 5m below the soil-rock junction surface to the wall bottom of the underground continuous wall (8), and the grouting depth is 9.5 m;
constructing a grouting hole on the inner side of the underground continuous wall (8), wherein the grouting range is 13.5m below the bottom of the foundation pit, and performing grouting (9) on the inner side of the limestone cracks of the underground continuous wall (8);
the distance between the adjacent grouting holes is 2m, and the effective diffusion radius of the grouting holes is 1.5 m; grouting final pressure is not less than 3 MPa; adopting cement-water glass double-liquid slurry; the mass ratio of cement to water glass of the double-liquid slurry is 1: 1-1: 0.5, wherein the modulus of the water glass is 2.4-2.8, and the Baume degree is 30-42 Be; before formal construction, field test is carried out, and grouting parameters are adjusted according to test results; the slip casting pipe adopts ∅ 90mm steel floral tube slip casting;
and (5) finishing grouting standard: the single-hole grouting pressure reaches the design final pressure and grouting is continued for more than 20min, and the hole grouting can be finished; the single-hole grouting amount is approximately the same as the designed grouting amount, and the hole grouting can be finished when the grouting amount is less than 20-30L/min;
and (3) grouting effect inspection: after the grouting holes of one grouting section are completely injected, 2-3 holes are drilled every 50 square meters to check the grouting effect, a core is taken to observe the filling condition of the grout, the water inflow in the holes is not more than 0.2L/min.m, and the water leakage at a certain position is not more than 10L/min; or carrying out a pressurized water test, wherein the water inflow of the inspection hole is less than 10L/min.m under the pressure of 1.0 MPa.
2. Otherwise, drilling and grouting are encrypted;
after grouting and grouting inspection are finished, hole sealing work of a grouting hole and an inspection hole is needed, and hole sealing is strictly executed according to geological requirements;
step 3, upper drainage, wherein before the soil body in the foundation pit is excavated, a drainage well (12) is constructed, the diving in the upper filling is drained, and the diving in the pit is required to be reduced to a position 1m below the excavation surface;
step 4, reducing pressure, wherein before the soil body in the foundation pit is excavated, a pressure reduction well (11) is constructed, and the confined water in the limestone is reduced as required;
step 5, bottom collection and drainage, namely arranging a deep pit area (5) at the end of the open cut hall, a track-crossing cable, an air duct deepening area (6) and a water collection pit (7) in the foundation pit, draining bedrock fracture water in the foundation pit rock stratum into the water collection pit (7) through a bottom plate downward turning beam pit groove (14), pumping the water to the ground through a water pump, and draining the water to a municipal pipe network;
step 6, external measurement and irrigation, namely constructing a pressure-bearing water observation well and an emergency recharge well (13) on the outer side of the foundation pit, wherein the depth of the pressure-bearing water observation well and the emergency recharge well is the same as that of a depressurization well (11) on the inner side of the foundation pit; the pressure reduction effect of the pressure reduction well (11) in the foundation pit is observed, and the pressure-bearing water level outside the pit can be observed by using the pressure-bearing water observation well and the emergency recharge well (13) to ensure the pressure reduction as required; if the deformation of the surrounding earth surface and the environment is large due to the pressure reduction in the pit, the pressure-bearing water observation well and the emergency recharge well (13) can be used for recharging.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113463672A (en) * | 2021-08-09 | 2021-10-01 | 中国建筑第四工程局有限公司 | Precipitation structure for aquifer and water-resisting layer slowly-inclined interbed and construction method |
| CN115288174A (en) * | 2022-09-01 | 2022-11-04 | 中铁第六勘察设计院集团有限公司 | Dewatering well plugging device and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103225306A (en) * | 2013-03-26 | 2013-07-31 | 西安建筑科技大学 | Method of preventing foundation pit leakage during excavation of foundation pit close to water source |
| CN206815356U (en) * | 2017-04-28 | 2017-12-29 | 北京市勘察设计研究院有限公司 | Water control system is synthetically descended in multi-aquifer area drainage pressure-reducing, ejection for water plugging |
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2020
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103225306A (en) * | 2013-03-26 | 2013-07-31 | 西安建筑科技大学 | Method of preventing foundation pit leakage during excavation of foundation pit close to water source |
| CN206815356U (en) * | 2017-04-28 | 2017-12-29 | 北京市勘察设计研究院有限公司 | Water control system is synthetically descended in multi-aquifer area drainage pressure-reducing, ejection for water plugging |
Non-Patent Citations (1)
| Title |
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| 熊彩霞等: "徐州地铁1号线彭城广场站急倾斜灰岩岩溶承压含水层水文地质特征及降水可行性评价", 《地质灾害与环境保护》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113463672A (en) * | 2021-08-09 | 2021-10-01 | 中国建筑第四工程局有限公司 | Precipitation structure for aquifer and water-resisting layer slowly-inclined interbed and construction method |
| CN115288174A (en) * | 2022-09-01 | 2022-11-04 | 中铁第六勘察设计院集团有限公司 | Dewatering well plugging device and construction method thereof |
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