CN110777830A - Foundation pit dewatering control method under geological condition of water-rich thick gravel layer - Google Patents
Foundation pit dewatering control method under geological condition of water-rich thick gravel layer Download PDFInfo
- Publication number
- CN110777830A CN110777830A CN201910815425.0A CN201910815425A CN110777830A CN 110777830 A CN110777830 A CN 110777830A CN 201910815425 A CN201910815425 A CN 201910815425A CN 110777830 A CN110777830 A CN 110777830A
- Authority
- CN
- China
- Prior art keywords
- water
- well
- dewatering
- foundation pit
- precipitation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0051—Including fibers
- E02D2300/0053—Including fibers made from glass
Landscapes
- Life Sciences & Earth Sciences (AREA)
- Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention belongs to the technical field of hydraulic and hydroelectric engineering construction, and relates to a foundation pit dewatering control method under the geological condition of a water-rich thick sand gravel layer, which comprises the following steps: step 1: performing a water pumping test, and calculating a permeability coefficient and an influence radius; step 2: calculating the total water inflow of the foundation pit; step 2.1: determining the precipitation depth; step 2.2: determining an equivalent radius; step 2.3: determination of total water inflow: step 2.3: the well group dewatering well design adopts n dewatering wells to pump water simultaneously, and calculates the water yield Q of a single well
SheetAnd then the total water yield Q of n wells
General 1＝Q
Sheet*n，Q
General 1Not less than Q
General assembly(ii) a And step 3: designing the position and the well depth of the dewatering well; step 3.1: designing the position of a dewatering well; step 3.2: designing the well depth of the dewatering well to ensure that the elevation of the well bottom is lower than that of the aquifer; and 4, step 4: and (5) constructing the dewatering well. According to the method, a construction scheme with strong pertinence is made by fully knowing the hydrological condition of the construction site, and the automation degree of precipitation construction control can be effectively improved.
Description
Technical Field
The invention belongs to the technical field of foundation pit dewatering control methods, and particularly relates to a foundation pit dewatering control method under a water-rich thick gravel layer geological condition.
Background
The foundation pit dewatering technology is adopted as early as 1896 when Berlin subway is built in Germany, and when an Essina (Esna) weir is built on Nile river in 1907, a deep well with a sleeve pipe and an opening at the bottom is adopted for pumping water; the well point precipitation was applied in 1927 in the united states, and most countries (e.g., japan, the former soviet union) began to apply in the 50 s.
For example, the patent document with the chinese invention patent application No. 201110025209.X discloses a light well point dewatering construction method, which is characterized in that a common geological drilling machine is adopted to drill a hole through a mud guard wall, a filter pipe is installed to form a pipe well, then high-pressure water jet washing is adopted in the filter pipe to destroy a wall guard mud structure layer, so that a filter layer is formed around the filter pipe, then a water outlet pipe with a submersible pump arranged at the front end is arranged in the filter pipe, the submersible pump is positioned at a position close to the bottom of the filter pipe, and finally the submersible pump is started to realize well point dewatering; the diameter of the pipe well is less than or equal to 200mm, the distance between the pipe wells is 3-10 m, a water outlet flow control valve is arranged on the water outlet pipe, a water return pipe is further arranged on the water outlet pipe, one end of the water return pipe is connected with the water outlet pipe, the other end of the water return pipe is arranged in the filter pipe and slightly higher than the position of the submersible pump, and a water return flow control valve is arranged on the water return pipe.
The prior art discloses a light well point dewatering construction method, and the prior art has the following technical problems in the actual application process:
the hydrologic situation is not well understood, so that the pertinence of the construction scheme organization is not strong; the automation degree of the control of precipitation construction is low.
Based on the technical problems in the prior art, the inventor provides a foundation pit precipitation control method under the geological condition of a water-rich thick gravel layer by combining the research experience of many years.
Disclosure of Invention
The invention provides a foundation pit dewatering control method under the geological condition of a water-rich thick gravel layer, which is used for making a construction scheme with strong pertinence by fully knowing the hydrological condition of a construction site and effectively improving the automation degree of dewatering construction control.
In order to achieve the purpose, the invention adopts the following technical scheme:
a foundation pit dewatering control method under the geological condition of a water-rich thick gravel layer comprises the following steps:
step 1: a water pumping test, namely calculating a permeability coefficient and an influence radius according to a fur cloth formula by adopting two deep water pumping tests;
step 2: calculating the total water inflow of the foundation pit;
step 2.1: determining the precipitation depth, setting the water level elevation of underground water as H1 and the bottom elevation of the foundation pit as H2, and in order to meet the construction requirement, lowering the underground water level to 1.0m of the bottom of the foundation pit, wherein the water level precipitation depth S is H1- (H2-1);
step 2.2: determining the equivalent radius, and if the length of the rectangular foundation pit is a and the width is b, then the equivalent radius is r
0＝0.29(a+b)；
Step 2.3: determining total water inflow, calculating total water inflow Q by adopting fur cloth formula for pumping water from complete diving well
General assembly：
Step 2.4: the well group dewatering well design adopts n dewatering wells to pump water simultaneously, and calculates the water yield Q of a single well
SheetAnd then the total water yield Q of n wells
General 1＝Q
Sheet*n，Q
General 1Not less than Q
General assemblyThe requirements are met;
and step 3: designing the position and the well depth of the dewatering well;
step 3.1: designing positions of the dewatering wells, wherein x dewatering wells are uniformly arranged at the upstream and the downstream of the foundation pit respectively, the x dewatering wells are arranged in a linear mode and are parallel to the edge of the foundation pit, y dewatering wells are uniformly arranged at two sides of the foundation pit respectively, the y dewatering wells are arranged in a linear mode and are parallel to the edge of the foundation pit, and 2x +2y is equal to n;
step 3.2: designing the well depth of the dewatering well to ensure that the elevation of the well bottom is lower than that of the aquifer;
and 4, step 4: constructing a dewatering well, adopting a drilling machine to form a hole, wherein the hole diameter is 800mm, adopting a steel bridge type water filtering pipe, wrapping 2 layers of 60-mesh glass fiber cloth outside the steel bridge type water filtering pipe, filling a gap between the hole pipes by adopting a 1-5mm gravel filter material, sealing and filling the hole opening by adopting clay 2m away from the hole opening, performing well washing operation on the dewatering well, and installing a water pump;
and 5: and a liquid level integrated controller is adopted to complete the full-automatic control process of deep well dewatering.
Further, in step 2.3, when Q is satisfied
General 1Is equal to Q
General assemblyAnd obtaining the number of the dewatering wells as n, wherein the actual arrangement number of the dewatering wells is 1.4 n.
Further, in the step 4, the power of the water pump used for early precipitation is larger than that used for later precipitation.
Further, step 5 includes a step of measuring the sand content of the extracted water.
Further, in the step 4, the 250QJ125-32/2-18.5 type and 200QJ80-33/3-11 type submersible pumps are adopted for pumping water in the early precipitation, and the 250QJ125-32/2-18.5 type or 200QJ80-33/3-11 type submersible pumps are adopted for pumping water in the later water level reduction.
Further, in step 2.3, the total water inflow Q
General assemblyThe following formula is used to obtain:
wherein K is the permeability coefficient; h is the thickness of the diving layer; s is the depth of precipitation; r
0Is an equivalent quoted radius; r is
0Is an equivalent radius.
Further, in step 2.4, the water yield Q of a single well
SheetThe following formula is used to obtain:
in the formula r
wIs the well bore radius; n is the number of dewatering wells; k is the permeability coefficient; h is the thickness of the diving layer; s is the depth of precipitation; r
0For equivalent references to halvesDiameter; r is
0Is an equivalent radius.
Compared with the prior art, the invention has the following advantages:
according to the foundation pit dewatering control method under the geological condition of the water-rich thick sand gravel layer, a construction scheme with strong pertinence can be made through the steps of setting a pumping test, calculating the total water inflow amount of the foundation pit and designing the position and the well depth of a dewatering well.
Detailed Description
In order that the above objects, features and advantages of the present invention may be more clearly understood, the present invention is described in further detail below with reference to specific embodiments, it should be noted that the embodiments and features of the embodiments of the present application may be combined with each other without conflict.
Example 1
A foundation pit dewatering control method under the geological condition of a water-rich thick gravel layer comprises the following steps:
step 1: a water pumping test, namely calculating a permeability coefficient and an influence radius according to a fur cloth formula by adopting two deep water pumping tests;
step 2: calculating the total water inflow of the foundation pit;
step 2.1: determining the precipitation depth, setting the water level elevation of underground water as H1 and the bottom elevation of the foundation pit as H2, and in order to meet the construction requirement, lowering the underground water level to 1.0m of the bottom of the foundation pit, wherein the water level precipitation depth S is H1- (H2-1);
step 2.2: determining the equivalent radius, and if the length of the rectangular foundation pit is a and the width is b, then the equivalent radius is r
0＝0.29(a+b)；
Step 2.3: and (3) determining the total water inflow, namely calculating the total water inflow Qtotal according to a formula by adopting a fur cloth for pumping water from the submersible complete well, wherein:
wherein K is the permeability coefficient; h is the thickness of the diving layer; s is the depth of precipitation; r
0Is an equivalent quoted radius; r is
0Is an equivalent radius;
step 2.4: the well group dewatering well design adopts n dewatering wells to pump water simultaneously, and calculates the water yield Q of a single well
Sheet：
In the formula r
wThe radius of the well pipe is, n is the number of dewatering wells, and the total water yield Q of the n wells
General 1＝Q
Sheet*n，Q
General 1Not less than Q
General assemblyThe requirements are met;
and step 3: designing the position and the well depth of the dewatering well;
step 3.1: designing positions of the dewatering wells, wherein x dewatering wells are uniformly arranged at the upstream and the downstream of the foundation pit respectively, the x dewatering wells are arranged in a linear mode and are parallel to the edge of the foundation pit, y dewatering wells are uniformly arranged at two sides of the foundation pit respectively, the y dewatering wells are arranged in a linear mode and are parallel to the edge of the foundation pit, and 2x +2y is equal to n;
step 3.2: designing the well depth of the dewatering well to ensure that the elevation of the well bottom is lower than that of the aquifer;
and 4, step 4: constructing a dewatering well, adopting a reverse circulation SPC100 type drilling machine to form a hole, wherein the hole diameter is 800mm, adopting a steel bridge type water filtering pipe with the outer diameter of 500mm, wrapping 2 layers of 60-mesh glass fiber cloth outside the steel bridge type water filtering pipe, filling a gap between the hole pipes by using 1-5mm of gravel filter material, sealing and filling the hole opening by using clay at a position 2m away from the hole opening, performing well washing operation on the dewatering well, and installing a water pump;
and 5: the YKTJ-100-WX series intelligent wireless liquid level integrated controller is adopted to complete the full-automatic control process of deep well dewatering.
In step 1 of this embodiment, the total water inflow of the foundation pit is calculated through the permeability coefficient and the influence radius, so as to further calculate the number and arrangement form of precipitation wells.
In the step 4, the water pump comprises two submersible pumps, namely a 250QJ125-32/2-18.5 type submersible pump and a 200QJ80-33/3-11 type submersible pump, wherein high-power water pumping is adopted for large precipitation in the early stage, and low-power water pumping is adopted for low precipitation in the later stage.
And step 5, measuring the sand content of the extracted water. The arrangement avoids the damage to the cofferdam, the side slope, the dewatering well and the water pump due to the overlarge sand content.
In the step 4, two submersible pumps of 250QJ125-32/2-18.5 type and 200QJ80-33/3-11 type are adopted for pumping water for large precipitation at the early stage, and the submersible pump of 250QJ125-32/2-18.5 type or 200QJ80-33/3-11 type is adopted for pumping water for water drop at the later stage.
The YKTJ-100-WX series intelligent wireless liquid level integrated controller applied in step 5 of this embodiment is an industrial integrated instrument integrating control, detection, display, transmission and wireless communication, the instrument adopts a microprocessor technology, and a wireless 433MHZ frequency band is adopted, so that alarm control and current output setting are intelligent, and the current, voltage and water level change conditions of the water pump can be monitored in real time on a computer terminal page.
Example 2
In this embodiment, if H1 is 46m and H2 is 38m, the water level drop S is 9 m; the rectangular pit has a length a of 210m and a width b of 110m, and is the same as in embodiment 1 except that only the above parameters are embodied in this embodiment.
Example 3
In step 2.3, when Q is
General 1Is equal to Q
General assemblyAnd obtaining the number of the dewatering wells as n, wherein the actual arrangement number of the dewatering wells is 1.4 n. In actual construction, due to geological condition differences, requirements of local precipitation depth and consideration of a certain safety factor, the number of actual field well arrangement is more than the number of arrangement of precipitation wells obtained through calculation, and in order to ensure that n is an integer, a rounding method can be adopted.
The present invention is not limited to the above-described embodiments, which are described in the specification and illustrated only for illustrating the principle of the present invention, but various changes and modifications may be made within the scope of the present invention as claimed without departing from the spirit and scope of the present invention. The scope of the invention is defined by the appended claims.
Claims (7)
1. A foundation pit dewatering control method under the geological condition of a water-rich thick gravel layer is characterized by comprising the following steps:
step 1: a water pumping test, namely calculating a permeability coefficient and an influence radius according to a fur cloth formula by adopting two deep water pumping tests;
step 2: calculating the total water inflow of the foundation pit;
step 2.1: determining the precipitation depth, setting the water level elevation of underground water as H1 and the bottom elevation of the foundation pit as H2, and in order to meet the construction requirement, lowering the underground water level to 1.0m of the bottom of the foundation pit, wherein the water level precipitation depth S is H1- (H2-1);
step 2.2: determining the equivalent radius, and if the length of the rectangular foundation pit is a and the width is b, then the equivalent radius is r
0＝0.29(a+b)；
Step 2.3: determining total water inflow, calculating total water inflow Q by adopting fur cloth formula for pumping water from complete diving well
General assembly：
Step 2.4: the well group dewatering well design adopts n dewatering wells to pump water simultaneously, and calculates the water yield Q of a single well
SheetAnd then the total water yield Q of n wells
General 1＝Q
Sheet*n，Q
General 1Not less than Q
General assemblyThe requirements are met;
and step 3: designing the position and the well depth of the dewatering well;
step 3.1: designing positions of the dewatering wells, wherein x dewatering wells are uniformly arranged at the upstream and the downstream of the foundation pit respectively, the x dewatering wells are arranged in a linear mode and are parallel to the edge of the foundation pit, y dewatering wells are uniformly arranged at two sides of the foundation pit respectively, the y dewatering wells are arranged in a linear mode and are parallel to the edge of the foundation pit, and 2x +2y is equal to n;
step 3.2: designing the well depth of the dewatering well to ensure that the elevation of the well bottom is lower than that of the aquifer;
and 4, step 4: constructing a dewatering well, adopting a drilling machine to form a hole, wherein the hole diameter is 800mm, adopting a steel bridge type water filtering pipe, wrapping 2 layers of 60-mesh glass fiber cloth outside the steel bridge type water filtering pipe, filling a gap between the hole pipes by adopting a 1-5mm gravel filter material, sealing and filling the hole opening by adopting clay 2m away from the hole opening, performing well washing operation on the dewatering well, and installing a water pump;
and 5: and a liquid level integrated controller is adopted to complete the full-automatic control process of deep well dewatering.
2. A method of controlling precipitation in a foundation pit in a geological condition with a water-rich thick gravel layer as claimed in claim 1, wherein in step 2.3, when Q is Q, the method is applied
General 1Is equal to Q
General assemblyAnd obtaining the number of the dewatering wells as n, wherein the actual arrangement number of the dewatering wells is 1.4 n.
3. The method for controlling the precipitation of the foundation pit under the geological condition of the water-rich thick gravel layer according to claim 1, wherein in the step 4, the power of a water pump used for early precipitation is larger than that used for later precipitation.
4. The method for controlling the precipitation of a foundation pit under the geological condition of the water-rich thick gravel layer according to claim 1, wherein the step 5 further comprises the step of measuring the sand content of the extracted water.
5. A method for controlling precipitation in a foundation pit under geological conditions of a water-rich thick gravel layer as claimed in claim 1, wherein in step 2.3, the total water inflow Q is
General assemblyThe following formula is used to obtain:
wherein K is the permeability coefficient; h is the thickness of the diving layer; s is the depth of precipitation; r
0Is an equivalent quoted radius; r is
0Is an equivalent radius.
6. The method for controlling precipitation in a foundation pit under the geological conditions of a water-rich thick gravel layer as claimed in claim 1, wherein in step 2, the water yield Q of a single well is measured
SheetThe following formula is used to obtain:
in the formula r
wIs the well bore radius; n is the number of dewatering wells; k is the permeability coefficient; h is the thickness of the diving layer; s is the depth of precipitation; r
0Is an equivalent quoted radius; r is
0Is an equivalent radius.
7. The method for controlling the precipitation of the foundation pit under the geological condition of the water-rich thick gravel layer according to claim 3, wherein in the step 4, the 250QJ125-32/2-18.5 type and the 200QJ80-33/3-11 type submersible pumps are used for pumping water together for the early precipitation, and the 250QJ125-32/2-18.5 type or the 200QJ80-33/3-11 type submersible pumps are used for pumping water for the later water level reduction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910815425.0A CN110777830A (en) | 2019-08-30 | 2019-08-30 | Foundation pit dewatering control method under geological condition of water-rich thick gravel layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910815425.0A CN110777830A (en) | 2019-08-30 | 2019-08-30 | Foundation pit dewatering control method under geological condition of water-rich thick gravel layer |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110777830A true CN110777830A (en) | 2020-02-11 |
Family
ID=69383345
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910815425.0A Pending CN110777830A (en) | 2019-08-30 | 2019-08-30 | Foundation pit dewatering control method under geological condition of water-rich thick gravel layer |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110777830A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653081A (en) * | 2021-08-03 | 2021-11-16 | 中国建筑第八工程局有限公司 | Precipitation construction method for karst development area |
| CN114658018A (en) * | 2022-05-23 | 2022-06-24 | 德州黄河建业工程有限责任公司维修养护分公司 | Water lowering and draining method combining water conservancy project foundation pit and pipe well with light well point |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011144558A (en) * | 2010-01-14 | 2011-07-28 | Kajima Corp | Support structure and support construction method of structure |
| EP3064649A1 (en) * | 2015-03-05 | 2016-09-07 | Hydro Geotechnique | Drainage device for deep soil |
| CN107023013A (en) * | 2017-06-04 | 2017-08-08 | 中国建筑第七工程局有限公司 | A kind of green precipitation method for making full use of hydrogeological characteristic |
| CN109339080A (en) * | 2018-11-09 | 2019-02-15 | 中铁二十二局集团轨道工程有限公司 | A kind of open-cut foundation ditch deep slob region vacuum precipitation system and construction method |
| CN109736338A (en) * | 2018-12-26 | 2019-05-10 | 江苏省水利工程科技咨询股份有限公司 | A kind of hydraulic engineering foundation pit pipe well combination light well point Yield rainfall relation method |
-
2019
- 2019-08-30 CN CN201910815425.0A patent/CN110777830A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011144558A (en) * | 2010-01-14 | 2011-07-28 | Kajima Corp | Support structure and support construction method of structure |
| EP3064649A1 (en) * | 2015-03-05 | 2016-09-07 | Hydro Geotechnique | Drainage device for deep soil |
| CN107023013A (en) * | 2017-06-04 | 2017-08-08 | 中国建筑第七工程局有限公司 | A kind of green precipitation method for making full use of hydrogeological characteristic |
| CN109339080A (en) * | 2018-11-09 | 2019-02-15 | 中铁二十二局集团轨道工程有限公司 | A kind of open-cut foundation ditch deep slob region vacuum precipitation system and construction method |
| CN109736338A (en) * | 2018-12-26 | 2019-05-10 | 江苏省水利工程科技咨询股份有限公司 | A kind of hydraulic engineering foundation pit pipe well combination light well point Yield rainfall relation method |
Non-Patent Citations (2)
| Title |
|---|
| 董建克等: "浅谈"南水北调中线一期工程天津干线天津市2段工程"施工排降水作业的施工方法", 《天津科技》 * |
| 饶晓强: "富水密实砂卵石地铁车站深基坑降水技术", 《西部探矿工程》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653081A (en) * | 2021-08-03 | 2021-11-16 | 中国建筑第八工程局有限公司 | Precipitation construction method for karst development area |
| CN114658018A (en) * | 2022-05-23 | 2022-06-24 | 德州黄河建业工程有限责任公司维修养护分公司 | Water lowering and draining method combining water conservancy project foundation pit and pipe well with light well point |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110439502B (en) | Oil reservoir water flooding zone analysis method | |
| KR200460536Y1 (en) | Vacuum deep well drainage system for underground water level lowering method | |
| CN110777830A (en) | Foundation pit dewatering control method under geological condition of water-rich thick gravel layer | |
| CN107066769A (en) | Suitable for the efficient acidifying design method of ultra deep slit formation carbonate reservoir | |
| CN110374562B (en) | Oil reservoir plugging and adjusting method | |
| CN110344786B (en) | Method for evaluating effect of yield increasing measures of self-blowing oil well based on nozzle flow law | |
| CN107437127A (en) | A kind of oil well stop-spraying Formation pressure prediction method | |
| CN102678098B (en) | Lamellar flooding exhausted oil well plugging and dredging combined excavation and yield increasing method | |
| CN111852432A (en) | Ground control hydraulic pulse device and application thereof | |
| CN112926111A (en) | Suspended curtain foundation pit seepage calculation method based on improved resistance coefficient method | |
| RU2318993C1 (en) | Method for watered oil pool development | |
| CN115045642A (en) | Well and oil well push-pull linkage thickened oil exploitation method | |
| CN111622727B (en) | Method for identifying effectiveness of temporary plugging diversion fracturing | |
| CN110055988A (en) | For foundation pit drainage-decompression inner curtain type combined shaft and working method and application | |
| CN107339096B (en) | Rapid water exploration method for horizontal well | |
| CN114482913A (en) | Determination method and plugging method for plugging length of horizontal well of fractured water-breakthrough oil well | |
| CN110232245B (en) | Method for determining water level distribution of constant-flow pumping three-dimensional flow field of suspended curtain confined water foundation pit | |
| CN116575886A (en) | Dense gas drainage gas production pipeline conveying process | |
| CN110984917A (en) | Production-increasing water-controlling sand-preventing well completion method for low-permeability reservoir | |
| Shcherbakov et al. | Selection of filter parameters of Individual water supply systems | |
| CN208072434U (en) | Subway foundation pit dewatering well vacuum system | |
| CN213625645U (en) | Silt geological conditions's deep basal pit dewatering structure | |
| CN116029142A (en) | Calculation method for water pumping quantity of incomplete well of diving aquifer | |
| RU2382184C1 (en) | Oil field development method | |
| CN110671089B (en) | Fracturing filling process parameter optimization design method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200211 |
|
| RJ01 | Rejection of invention patent application after publication |