CN110685292A - Foundation pit drainage system and construction method thereof - Google Patents
Foundation pit drainage system and construction method thereof Download PDFInfo
- Publication number
- CN110685292A CN110685292A CN201910913012.6A CN201910913012A CN110685292A CN 110685292 A CN110685292 A CN 110685292A CN 201910913012 A CN201910913012 A CN 201910913012A CN 110685292 A CN110685292 A CN 110685292A
- Authority
- CN
- China
- Prior art keywords
- foundation pit
- water
- side slope
- well
- drainage system
- 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
- 238000010276 construction Methods 0.000 title claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 90
- 239000002689 soil Substances 0.000 claims abstract description 22
- 238000001556 precipitation Methods 0.000 claims abstract description 21
- 239000003673 groundwater Substances 0.000 claims abstract description 20
- 238000009412 basement excavation Methods 0.000 claims abstract description 19
- 239000004575 stone Substances 0.000 claims abstract description 16
- 239000004576 sand Substances 0.000 claims description 30
- 238000000034 method Methods 0.000 claims description 10
- 230000003139 buffering effect Effects 0.000 claims description 9
- 230000002093 peripheral effect Effects 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000011144 upstream manufacturing Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 238000004873 anchoring Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 238000001914 filtration Methods 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
Images
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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention relates to a foundation pit drainage system which comprises a water retaining structure arranged on the inner wall of the periphery of a foundation pit and a plurality of dewatering wells positioned on the periphery of the foundation pit, wherein a stone layer, a pressure bearing pipe and a water guide pipe are arranged in each dewatering well, the stone layer is positioned on the outer wall of the pressure bearing pipe, the water guide pipe penetrates through the inner cavity of the pressure bearing pipe, and a plurality of water guide holes are formed in the pressure bearing pipe. The invention has the effects that before and during the excavation of the foundation pit, workers continuously discharge water in a certain amount of precipitation wells excavated around the foundation pit in advance, so that the ground water level around the foundation pit is lowered to be below the bottom of the foundation pit, the bottom of the foundation pit is always kept in a dry state, the quicksand phenomenon is reduced, and the water and soil loss probability is reduced.
Description
Technical Field
The invention relates to the technical field of civil engineering and construction, in particular to a foundation pit drainage system and a construction method thereof.
Background
Along with the development of economy, the demand of people on the aspect of buildings is higher and higher, and the shortage of land resources leads to higher and higher buildings and more complex functions, so that the load capacity of the buildings is greatly increased, the pressure to be born by corresponding foundations is increased, and the conditions of building truncation, collapse and the like easily occur if underground compensation work is not done.
The drainage technique is used to underground compensation work in the foundation ditch, can carry out reasonable discharge to groundwater, avoids groundwater infiltration to the foundation ditch, takes place the foundation ditch infiltration phenomenon, reduces foundation ditch bearing capacity, influences building stability.
However, when a worker digs a large-area foundation pit in a soil layer with rich water below the groundwater level, if the foundation pit encounters a fine sand layer or a powder layer, serious phenomena of slurry turning, mud pumping and sand flowing occur, so that a large amount of water and soil loss is caused, and further, the peripheral side slope loses stability, and the ground nearby collapses.
Disclosure of Invention
One of the objectives of the present invention is to provide a drainage system for foundation pit which is not easy to cause a great amount of water and soil loss.
The above object of the present invention is achieved by the following technical solutions:
a foundation pit drainage system which characterized in that: the water guide pipe comprises a water retaining structure arranged on the peripheral inner wall of a foundation pit and a plurality of dewatering wells arranged on the periphery of the foundation pit, wherein a stone layer, a pressure bearing pipe and a water guide pipe are arranged in each dewatering well, the stone layer is arranged on the outer wall of the pressure bearing pipe, the water guide pipe penetrates through the inner cavity of the pressure bearing pipe, and a plurality of water guide holes are formed in the pressure bearing pipe.
Through adopting above-mentioned technical scheme, make the foundation ditch before the excavation and the excavation in-process, the staff will be in advance around the foundation ditch in the precipitation well of the certain quantity of excavation incessant discharge, make the peripheral groundwater level of ground drop below the foundation ditch bottom, make the foundation ditch bottom remain the dry state all the time, reduce the emergence of drift sand phenomenon, the lump stone layer in the precipitation well, the setting of pressure-bearing pipe and aqueduct, the lump stone layer that makes plays certain filtering action to groundwater, when groundwater was taken out from the precipitation well, the grit that it carried is less, make in the foundation ditch drainage process, soil and water are difficult for a large amount of losses.
Preferably, the water retaining structure hinders the piece and attaches to the water retaining layer on the inner wall of foundation ditch including the drift sand that inlays on the inner wall of foundation ditch, and the drift sand hinders and is located between the inner wall and the water retaining layer of foundation ditch, wears to be equipped with a plurality of anchor rods on water retaining layer and the drift sand hinders, wears to locate and passes through fixed plate fixed connection between the anchor rod on the drift sand hinders, the drift sand hinders the bottom that the piece is located the foundation ditch, the drift sand hinders the sand bag of piece for being equipped with the grit.
Through adopting above-mentioned technical scheme, make the foundation ditch when meetting the silt particle layer, can fix the sand bag in the foundation ditch bottom through the sand bag and carry out the shutoff, prevent aggravating of drift sand phenomenon in the foundation ditch work progress, reduce a large amount of losses of foundation ditch peripheral water and soil.
Preferably, one side of the dewatering well, which is back to the center of the foundation pit, is provided with a plurality of return wells, and the bottoms of the return wells extend to the underground water layer.
By adopting the technical scheme, the underground water pumped from the dewatering well is pressurized and pressed into the backflow well back to the foundation pit again by the workers after being filtered, so that a large amount of underground water in the peripheral region of the foundation pit is prevented from being lost, and the occurrence probability of potential safety hazards of collapse at the periphery of the foundation pit is reduced.
Preferably, the dewatering well is located upstream of the flow direction of the groundwater layer water flow, and the return well is located downstream of the flow direction of the groundwater layer water flow.
Through adopting above-mentioned technical scheme, the staff takes out the water in groundwater layer rivers upper reaches and impresses the backward flow well department through the pressurization, and simultaneously, the precipitation well that is located between backward flow well and the foundation ditch takes out the backward flow water that backward flow well department flowed to foundation ditch department once more, makes the foundation ditch remain a dry state throughout, convenient construction.
Preferably, an inclined side slope is arranged on the outer wall of the foundation pit and comprises a first-step side slope and a second-step side slope, a buffering slope is arranged at the joint of the first-step side slope and the second-step side slope and is level with an in-situ water level before excavation of the foundation pit, and a quicksand blocking piece is arranged at the bottom of the first-step side slope.
Through adopting above-mentioned technical scheme, the setting of first order side slope and second order side slope for reduce the intensity that upper groundwater erodeed the side slope of lower part.
Preferably, the buffering slope and the outer edge of the bottom of the foundation pit are provided with drainage ditches.
By adopting the technical scheme, the flow guide is carried out when underground water is gushed conveniently, and the harm of groundwater refluence to the foundation pit is reduced.
In conclusion, the beneficial technical effects of the invention are as follows: before and during excavation of the foundation pit, workers continuously discharge water in a certain quantity of precipitation wells excavated around the foundation pit in advance, so that the ground water level around the foundation pit is lowered to be below the bottom of the foundation pit, the bottom of the foundation pit is always kept in a dry state, the occurrence of quicksand is reduced, and the occurrence probability of water and soil loss is reduced.
Another object of the present invention is to provide a method for constructing a drainage system for a foundation pit, which is not liable to cause a great amount of water and soil loss.
A construction method of a foundation pit drainage system comprises the following steps:
A. measuring and paying off, namely measuring and marking a foundation pit to be excavated and a peripheral drainage body system, leveling the ground according to the construction requirement elevation, and preparing a temporary facility for construction;
B. excavating a drainage system, namely firstly performing construction excavation on a dewatering well and a backflow well, and manually reducing the underground water level;
C. excavating a foundation pit, namely excavating in a slope-releasing excavation mode, arranging a water retaining structure, and maintaining stability of a side slope; when the bottom of the foundation pit is close to the designed elevation, carrying out manual excavation and finishing;
D. and backfilling the foundation pit, namely backfilling the soil to a designed elevation by using sandy soil after digging out the relatively weak loose soil at the bottom of the foundation pit.
Through adopting above-mentioned technical scheme, make the height that reduces ground water level before the foundation ditch excavation, make the foundation ditch bottom remain comparatively dry degree all the time, the staff of being convenient for is under construction the foundation ditch, the setting of precipitation well and backflow well, the staff takes out the water on ground water layer rivers upper reaches and impresses backflow well department through the pressurization, simultaneously, the precipitation well that is located between backflow well and the foundation ditch takes out the backflow water that backflow well department flows to foundation ditch department once more, reduces the loss of soil and water.
Preferably, when the staff is constructing the manger plate structure, dig out first order side slope at first, dig out the groove of placing the sand bag in the bottom of first order side slope, then with the inslot of the excavation that the sand bag was placed in, then dig out the buffering slope to drill to first order side slope, the installation anchor pole, pour cement mortar, and lay the reinforcing bar net to first order side slope and buffering slope, spout the thick liquid protection to the side slope at last, form the manger plate layer.
By adopting the technical scheme, the phenomenon of sand flowing in the construction process of the foundation pit is prevented from being aggravated, and a large amount of water and soil loss at the periphery of the foundation pit is reduced.
Preferably, when drilling the dewatering well, a worker firstly drills a deep well with the diameter larger than that of the pressure-bearing pipe, the bottom of the well is located at the underground water level, then the connected pressure-bearing pipe and the water guide pipe are placed, the pressure-bearing pipe is located at the center of the dewatering well, stones, pebbles and the like are filled between the dewatering well and the pressure-bearing pipe, a stone layer is formed, and silt is filtered.
In conclusion, the beneficial technical effects of the invention are as follows:
make foundation ditch bottom remain comparatively dry degree throughout, the staff of being convenient for is under construction the foundation ditch, the setting of precipitation well and backflow well, the staff takes out the water on groundwater layer rivers upper reaches and impresses backflow well department through the pressurization, simultaneously, the precipitation well that is located between backflow well and the foundation ditch takes out the backflow water that backflow well department flow direction foundation ditch department once more, reduces the loss of soil and water.
Drawings
Fig. 1 is a schematic diagram for showing the relative positions of a dewatering well and a return well with respect to a foundation pit.
Fig. 2 is a schematic view for illustrating a water blocking structure.
Fig. 3 is a schematic view showing a structure of a precipitation well.
In the figure, 1, a water retaining structure; 2. dewatering wells; 3. a lump stone layer; 4. a pressure bearing pipe; 5. a water conduit; 6. a quicksand barrier; 7. a water retaining layer; 8. a first-order slope; 9. a second-step slope; 10. a return well; 11. buffering the slope; 12. an anchoring rod; 13. and (7) a drainage ditch.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1, the foundation pit drainage system disclosed by the invention comprises a water retaining structure 1 arranged on the inner wall around the foundation pit, a plurality of dewatering wells 2 and a plurality of return wells 10 which are positioned around the foundation pit, wherein the bottoms of the dewatering wells 2 and the return wells 10 extend to an underground water layer. The dewatering well 2 is located upstream of the flow direction of the groundwater layer water flow, and the return well 10 is located downstream of the flow direction of the groundwater layer water flow.
As shown in fig. 2, be equipped with the slope of slope on the outer wall of foundation ditch, the slope includes first order side slope 8 and second order side slope 9, the handing-over department of first order side slope 8 and second order side slope 9 is equipped with buffering slope 11 and keeps level with the original place water level line before the foundation ditch excavation, manger plate structure 1 hinders 6 and attaches to the manger plate layer 7 on the inner wall of foundation ditch including the drift sand that inlays on the inner wall of foundation ditch, drift sand hinders between 6 inner wall and the manger plate layer 7 of foundation ditch, manger plate layer 7 and drift sand hinder and wear to be equipped with a plurality of anchor rods 12 on 6, wear to locate through fixed plate fixed connection between the anchor rod 12 on the drift sand hinders 6, drift sand hinders the bottom that 6 is located first order side slope 8 and foundation ditch, drift sand hinders the sand bag that 6 is equipped with the grit. And a drainage ditch 13 is arranged on the buffer slope 11 and at the outer edge of the bottom of the foundation pit.
As shown in fig. 3, a pressure-bearing pipe 4 and a water guide pipe 5 penetrating through the inner cavity of the pressure-bearing pipe 4 are placed in the precipitation well 2, a rock layer 3 for filtering sand and soil blocks is arranged between the pressure-bearing pipe 4 and the precipitation well 2, a plurality of water guide holes are formed in the pressure-bearing pipe 4, and circular reinforcing ribs are welded on the periphery of the water guide holes.
As can be seen from fig. 1 to 3, a method for constructing a foundation pit drainage system includes the following steps:
A. measuring and paying off, namely measuring and marking a foundation pit to be excavated and a peripheral drainage body system, leveling the ground according to the construction requirement elevation, and preparing a temporary facility for construction;
B. excavating a drainage system, namely firstly constructing and excavating a dewatering well 2 and a return well 10, and manually reducing the underground water level; when drilling the precipitation well 2, a worker firstly drills a deep well with the diameter larger than that of the pressure-bearing pipe 4, the bottom of the well is positioned at the underground water level, then the connected pressure-bearing pipe 4 and the water guide pipe 5 are placed, the pressure-bearing pipe 4 is positioned at the center of the precipitation well 2, stones, pebbles and the like are filled between the precipitation well 2 and the pressure-bearing pipe 4, a stone layer 3 is formed, and silt is filtered;
C. excavating a foundation pit, namely excavating in a slope-releasing excavation mode, arranging a water retaining structure 1, and maintaining the stability of a side slope; when the bottom of the foundation pit is close to the designed elevation, carrying out manual excavation and finishing; when a worker constructs the water retaining structure 1, firstly digging out a first-stage side slope 8, digging out a groove for placing a sand bag at the bottom of the first-stage side slope 8, then placing the sand bag in the dug groove, then digging out a buffer slope 11, drilling the first-stage side slope 8, before drilling, cleaning loose soil blocks and broken stones on the first side slope, then installing an anchoring rod 12 after drilling, pouring cement mortar, laying a reinforcing mesh on the first-stage side slope 8 and the buffer slope 11, and finally performing guniting protection on the side slope to form a water retaining layer 7; then after the water retaining layer 7 is solidified, fixing the anchoring rod 12 penetrating through the sand bag by using a fixing plate, and continuously excavating to form a second-step slope 9;
D. and backfilling the foundation pit, namely excavating the weak loose soil at the bottom of the foundation pit, backfilling to a designed elevation by using sandy soil, excavating a drainage ditch 13 at the periphery of the bottom of the foundation pit, and forming a water retaining layer 7 on the second-step side slope 9.
The implementation principle of the embodiment is as follows:
before the foundation pit is excavated, a worker uses a power water pump to pump water in the dewatering well 2 away and discharge the water into a water tank which is temporarily excavated around the foundation pit, then uses a booster pump to pressurize and discharge the water in the water tank into the return well 10, as the water in the dewatering well 2 is pumped away, the water level line around the foundation pit gradually descends, the large-area underground water level line descends to the position below the bottom of the foundation pit, so that the water level line below the foundation pit is always lower than the bottom of the foundation pit, the foundation pit always keeps a dry state, a part of water in the return well 10 which is positioned in the downstream of the underground water layer flow direction flows along with the water flow in the direction back to the foundation pit, a part of the water flows in the direction close to the foundation pit, the dewatering well 2 which is positioned between the return well 10 and the foundation pit continuously pumps the part of the returned water, so that the underground water level line below the foundation pit is always lower than the bottom of the, the probability of water and soil loss caused in the excavation process of the foundation pit is reduced.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (9)
1. A foundation pit drainage system which characterized in that: including water retaining structure (1) that foundation ditch inner wall set up all around and be located a plurality of precipitation well (2) of foundation ditch periphery, be equipped with stone layer (3), pressure-bearing pipe (4) and aqueduct (5) in precipitation well (2), stone layer (3) are located the outer wall of pressure-bearing pipe (4), the inner chamber of pressure-bearing pipe (4) is worn to locate in aqueduct (5), it has a plurality of guiding water holes to open on pressure-bearing pipe (4).
2. The foundation pit drainage system of claim 1, wherein: manger plate structure (1) hinders piece (6) and attaches to manger plate layer (7) on the inner wall of foundation ditch including inlaying the quicksand on the inner wall of foundation ditch, and the quicksand hinders between piece (6) are located the inner wall of foundation ditch and manger plate layer (7), wears to be equipped with a plurality of anchor rods (12) on manger plate layer (7) and the quicksand hinders piece (6), wears to locate between anchor rod (12) on the quicksand hinders piece (6) through fixed plate fixed connection, the quicksand hinders the bottom that piece (6) are located the foundation ditch, the quicksand hinders the sand sack of piece (6) for being equipped with the grit.
3. The foundation pit drainage system of claim 1, wherein: one side of the dewatering well (2) back to the center of the foundation pit is provided with a plurality of backflow wells (10), and the bottoms of the backflow wells (10) extend to the underground water layer.
4. The foundation pit drainage system of claim 1, wherein: the dewatering well (2) is positioned at the upstream of the flow direction of the groundwater layer water flow, and the return well (10) is positioned at the downstream of the flow direction of the groundwater layer water flow.
5. The foundation pit drainage system of claim 2, wherein: be equipped with the side slope of slope on the outer wall of foundation ditch, the side slope includes first order side slope (8) and second order side slope (9), the handing-over department of first order side slope (8) and second order side slope (9) is equipped with buffering slope (11) and keeps level with the original place lower water line before the foundation ditch excavation, the bottom of first order side slope (8) is equipped with quicksand and hinders piece (6).
6. The foundation pit drainage system of claim 5, wherein: and drainage ditches (13) are arranged on the buffer slopes (11) and at the outer edges of the bottom of the foundation pit.
7. A construction method of a foundation pit drainage system is characterized by comprising the following steps: the method comprises the following steps:
A. measuring and paying off, namely measuring and marking a foundation pit to be excavated and a peripheral drainage body system, leveling the ground according to the construction requirement elevation, and preparing a temporary facility for construction;
B. the drainage system is excavated, firstly, the dewatering well (2) and the return well (10) are constructed and excavated, and the underground water level is manually reduced;
C. excavating a foundation pit, namely excavating in a slope-releasing excavation mode, arranging a water retaining structure (1), and maintaining stability of a side slope; when the bottom of the foundation pit is close to the designed elevation, carrying out manual excavation and finishing;
D. and backfilling the foundation pit, namely backfilling the soil to a designed elevation by using sandy soil after digging out the relatively weak loose soil at the bottom of the foundation pit.
8. The method of constructing a foundation pit drainage system according to claim 7, wherein: when the staff is under construction to manger plate structure (1), at first dig out first order side slope (8), dig out the groove of placing the sand bag in the bottom of first order side slope (8), then place the sand bag in the inslot of the excavation, then dig out buffering slope (11), and drill first order side slope (8), installation anchor rod (12), the cement mortar is poured into, and lay the reinforcing bar net to first order side slope (8) and buffering slope (11), carry out the whitewashing protection to the side slope at last, form manger plate layer (7).
9. The method of constructing a foundation pit drainage system according to claim 8, wherein: when drilling the precipitation well (2), a worker firstly drills a deep well with the diameter larger than that of the pressure-bearing pipe (4), the bottom of the well is located at the underground water level, then the connected pressure-bearing pipe (4) and the water guide pipe (5) are placed, the pressure-bearing pipe (4) is located at the center of the precipitation well (2), stones, pebbles and the like are filled between the precipitation well (2) and the pressure-bearing pipe (4), a stone block layer (3) is formed, and silt is filtered.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910913012.6A CN110685292A (en) | 2019-09-25 | 2019-09-25 | Foundation pit drainage system and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910913012.6A CN110685292A (en) | 2019-09-25 | 2019-09-25 | Foundation pit drainage system and construction method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110685292A true CN110685292A (en) | 2020-01-14 |
Family
ID=69110251
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910913012.6A Pending CN110685292A (en) | 2019-09-25 | 2019-09-25 | Foundation pit drainage system and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110685292A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111441722A (en) * | 2020-03-24 | 2020-07-24 | 中国二十冶集团有限公司 | Drilling construction method for pressure-bearing-resistant underwater dewatering well in ultra-deep foundation pit surrounded by ground wall |
| CN116251388A (en) * | 2023-03-08 | 2023-06-13 | 中百盈科技发展有限公司 | Dust fall carwash pond of building site environmental protection construction |
| CN118390543A (en) * | 2024-07-01 | 2024-07-26 | 中建八局第四建设有限公司 | Deep foundation pit supporting device |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201635080U (en) * | 2010-01-01 | 2010-11-17 | 东莞金字塔绿色科技有限公司 | Anchor rod |
| CN103850260A (en) * | 2014-03-24 | 2014-06-11 | 北京城建勘测设计研究院有限责任公司 | Pile-well integration dewatering well |
| CN204924072U (en) * | 2015-09-04 | 2015-12-30 | 贵州新联爆破工程集团有限公司 | Nearly body of side slope blasting rolling stone blocks protector |
| CN208763042U (en) * | 2018-08-02 | 2019-04-19 | 南京达西岩土工程有限公司 | Pebble layer dewatering well |
| CN110055972A (en) * | 2019-04-28 | 2019-07-26 | 中国电建集团山东电力建设有限公司 | Dry dock foundation ditch construction method and dry dock foundation pit structure |
-
2019
- 2019-09-25 CN CN201910913012.6A patent/CN110685292A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201635080U (en) * | 2010-01-01 | 2010-11-17 | 东莞金字塔绿色科技有限公司 | Anchor rod |
| CN103850260A (en) * | 2014-03-24 | 2014-06-11 | 北京城建勘测设计研究院有限责任公司 | Pile-well integration dewatering well |
| CN204924072U (en) * | 2015-09-04 | 2015-12-30 | 贵州新联爆破工程集团有限公司 | Nearly body of side slope blasting rolling stone blocks protector |
| CN208763042U (en) * | 2018-08-02 | 2019-04-19 | 南京达西岩土工程有限公司 | Pebble layer dewatering well |
| CN110055972A (en) * | 2019-04-28 | 2019-07-26 | 中国电建集团山东电力建设有限公司 | Dry dock foundation ditch construction method and dry dock foundation pit structure |
Non-Patent Citations (1)
| Title |
|---|
| 刘永勤等: "《中国轨道交通安全风险管控与隐患排查》", 31 December 2017, 中国计划出版社 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111441722A (en) * | 2020-03-24 | 2020-07-24 | 中国二十冶集团有限公司 | Drilling construction method for pressure-bearing-resistant underwater dewatering well in ultra-deep foundation pit surrounded by ground wall |
| CN111441722B (en) * | 2020-03-24 | 2021-12-07 | 中国二十冶集团有限公司 | Drilling construction method for pressure-bearing-resistant underwater dewatering well in ultra-deep foundation pit surrounded by ground wall |
| CN116251388A (en) * | 2023-03-08 | 2023-06-13 | 中百盈科技发展有限公司 | Dust fall carwash pond of building site environmental protection construction |
| CN116251388B (en) * | 2023-03-08 | 2024-05-10 | 中百盈科技发展有限公司 | Dust fall carwash pond of building site environmental protection construction |
| CN118390543A (en) * | 2024-07-01 | 2024-07-26 | 中建八局第四建设有限公司 | Deep foundation pit supporting device |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107859145A (en) | A kind of drainpipe is plugged into construction method under water | |
| CN102383412A (en) | Construction method by adopting dewatering and water recharging to control sedimentation surrounding deep foundation pit | |
| CN113463670A (en) | Water pumping and draining method and water pumping and draining structure for deep foundation pit bottom plate construction | |
| CN110318410A (en) | A kind of deep basal pit chance artesian water is prominent to gush decompression drought stress construction method | |
| CN110685292A (en) | Foundation pit drainage system and construction method thereof | |
| US4496268A (en) | Method and apparatus for constructing reinforced concrete walls in the earth | |
| CN104947680A (en) | Method for overwater bearing platform foundation pit excavation construction of quick sand stratum | |
| CN112064751A (en) | Deep groove construction method for drainage pipeline | |
| CN108867673A (en) | A kind of underwater prevention method in the foundation pit based on the curtain that draws water | |
| CN107059904B (en) | A kind of underground pipe gallery ponding well excavation method | |
| CN109577277A (en) | A kind of wall-mounted drainage anchor rod barrier wall structure and its construction method | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN102635126B (en) | Method for constructing casting well for aluminum alloy hot-rolled sheet ingots | |
| CN112609720A (en) | Precipitation construction method suitable for deep foundation pit of high-pressure-bearing water-rich karst stratum | |
| CN108277815A (en) | The cofferdam structure and its construction method constructed for water intaking header structure in river | |
| CN116516898B (en) | A high groundwater excavation channel slope drainage system and construction method | |
| CN210049908U (en) | Earth surface gully paving structure and shallow-buried section tunnel structure | |
| CN117738192A (en) | Construction method combining deep well shallow excavation and open caisson method | |
| CN115748786A (en) | Drainage sinking construction method for pipe-jacking circular open caisson | |
| CN111042144B (en) | Excavation method for foundation pit of underground beam under condition of continuous flow of riverway in cold region | |
| CN115748733A (en) | Construction method of foundation pit supporting structure | |
| CN204435321U (en) | A kind of steam power station water intaking open channel | |
| CN112942341A (en) | Construction method for implanting prefabricated pipe pile into complex geology | |
| CN207160019U (en) | A kind of deep pit support protection unit | |
| Asthana et al. | Foundation Treatment of Dams |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200114 |