CN115653005A - Construction method of high-permeability underground inspection well - Google Patents
Construction method of high-permeability underground inspection well Download PDFInfo
- Publication number
- CN115653005A CN115653005A CN202211431332.6A CN202211431332A CN115653005A CN 115653005 A CN115653005 A CN 115653005A CN 202211431332 A CN202211431332 A CN 202211431332A CN 115653005 A CN115653005 A CN 115653005A
- Authority
- CN
- China
- Prior art keywords
- well
- construction method
- cushion layer
- concrete anti
- foundation pit
- 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.)
- Granted
Links
Images
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to the field of inspection wells, in particular to a construction method of an underground inspection well with a high water permeable layer.
Description
Technical Field
The invention relates to the field of inspection wells, in particular to a construction method of an underground inspection well with a high water permeable layer.
Background
Along with the high-speed development of urban construction, the requirements on municipal pipeline construction quality and construction period are higher and higher, and the municipal pipeline construction method has the characteristics that the geological condition is complex, the problem of underground water treatment is difficult to avoid, and the like. In the work progress of position to secret inspection shaft near the seaside, the discovery foundation ditch contains a large amount of offals after inspection shaft foundation ditch position earthwork excavation, and partial underground leads to inspection shaft foundation ditch ponding serious and unable effective precipitation with the sea water intercommunication, has high permeable bed soil property section, and current technology adopts schemes such as larsen steel sheet pile usually to correspond, but the construction cost time of this scheme is longer, consequently needs a better solution.
Disclosure of Invention
Based on the construction method, the construction method of the underground inspection well with the high permeable stratum takes less time.
The technical scheme of the invention is as follows: a construction method of an underground inspection well with a high permeable layer comprises the steps of earthwork excavation, construction lowering, drainage, cushion layer construction, finished plastic tee joint lowering and positioning, concrete anti-floating pier pouring, pipeline installation of an inspection well section, earthwork backfilling of a first stage, well wall masonry, plastering, earthwork backfilling of a second stage, well cover installation, acceptance and transfer, wherein,
the earthwork excavation comprises the steps of positioning, measuring the elevation of a field and the elevation of a well bottom, observing underground water and the condition of the soil in the field after the earthwork excavation reaches the elevation surface of the well bottom, and carrying out slope releasing on a side slope to form a foundation pit bottom.
The construction of the water lowering and draining includes that a drainage ditch and at least one water collecting well are arranged at the bottom of the foundation pit.
The cushion construction includes, the bed course includes upper portion bed course and lower part bed course, the upper portion bed course be fine stone concrete bed course just the thickness of upper portion bed course is 150mm, the lower part bed course be thick sand, gravel bed course just the thickness of lower part bed course is 150mm.
The finished plastic tee joint is lowered and positioned, including lowering the finished plastic tee joint, and the elevation and the positioning control line of the finished plastic tee joint, the elevation and the central line of the interfaces on the two sides are consistent with the pipelines on the two sides.
The concrete anti-floating pier pouring comprises the steps of pouring concrete anti-floating piers for molding after the inlet and the outlet of the finished plastic tee joint are plugged, and vibrating the concrete anti-floating piers while pouring the concrete anti-floating piers.
And inspecting the pipeline installation of the well section, namely after the pouring condition of the concrete anti-floating pier is inspected, removing the form of the concrete anti-floating pier, cleaning plugs of the finished plastic tee joint, and connecting the finished plastic tee joint with a pipeline through a connector.
The first stage earthwork backfilling comprises the step of finishing a first stage earthwork backfilling process, wherein the height of the first stage earthwork backfilling is the same as the elevation of the concrete anti-floating pier.
The well wall building and plastering process comprises the steps of well wall building and plastering.
The second stage of earthwork backfilling comprises the step of finishing the two-stage earthwork backfilling process, wherein the height of the two-stage earthwork backfilling is the same as the elevation.
The well lid installation includes, accomplishes well lid installation process.
The acceptance and transfer comprises the steps of finishing an acceptance procedure and performing engineering transfer.
Optionally, before the step of earth excavation, BIM application modeling and construction method feasibility research are further included, wherein the BIM application modeling and construction method feasibility research includes that modeling and process simulation are carried out on the construction method by using BIM technology application, feasibility research is carried out on the slope gradient, the excavation working face, the formwork supporting mode and the construction process, model refinement is carried out, and a large sample diagram is derived.
Optionally, a rainwater pipe section test is further included between the earth backfilling in the second stage and the installation of the well lid, wherein the rainwater pipe section test includes testing the rainwater pipe section and confirming that the rainwater pipe section meets engineering requirements.
Optionally, the foundation pit bottom includes artifical cubic meter portion, artifical cubic meter portion follow the outside setting of extending of bottom to the well of foundation pit bottom, the thickness of artifical cubic meter portion is 200mm-300mm, and the mode shaping through artifical clearance basement.
Optionally, the escape canal with the side slope distance at the bottom of the base pit is 300mm at least, the width of escape canal is 300mm at least, the degree of depth of escape canal is 200mm at least.
Optionally, a water pump is arranged in the water collecting well, the water collecting well is arranged at the corner of the foundation pit bottom, the distance between the water collecting well and the slope of the foundation pit bottom is at least 300mm, the length and width of the water collecting well are at least 600mm, and the depth range of the water collecting well is 700-1000mm.
Optionally, the width of the two sides of the concrete anti-floating pier is the same as the width of the finished plastic tee and the connector combination, and the height of the concrete anti-floating pier is the same as the height of the finished plastic tee.
Optionally, a waterproof rubber ring is arranged between the interface and the pipeline.
Optionally, the dimensions of the well wall masonry and plastering are determined according to the field measurement and positioning after the earthwork excavation.
Compared with the prior art, the embodiment of the invention has the following beneficial effects:
the construction method of the underground inspection well with the high water permeable layer comprises the steps of earth excavation, construction lowering, drainage, cushion layer construction, lowering and positioning of a finished plastic tee joint, pouring of a concrete anti-floating pier, pipeline installation of an inspection well section, earth backfilling of a first stage, well wall masonry and plastering, earth backfilling of a second stage, well cover installation, acceptance check and transfer of the formed underground inspection well, continuous drainage of water through a drainage ditch and a water collection well which are positioned below the cushion layer, absorption of water in the bottom of a foundation pit through a cushion layer at the lower part, formation of a firm bottom through a cushion layer at the upper part, good adhesion among fine aggregate concrete, thick sand and gravel cushion layers, and guarantee of the whole firmness of the cushion layer, so that separation between the underground inspection well and the water is formed, and the time required by the construction of the underground inspection well with the high water permeable layer is greatly reduced.
Drawings
Fig. 1 is a flow chart of a construction method of a high water permeability underground inspection well according to an embodiment of the invention.
Fig. 2 is a schematic structural diagram of a high permeability underground inspection well according to an embodiment of the invention.
Fig. 3 is a top view of a high permeability subsurface manhole according to an embodiment of the present invention.
Description of reference numerals:
1. a foundation pit bottom, 11, a drainage ditch, 12, a water collecting well, 13, an artificial earthwork part,
2. an upper cushion layer is arranged on the upper portion of the base,
3. a lower cushion layer which is arranged on the lower portion,
4. the finished plastic tee joint has the advantages of simple structure,
5. at the first stage, the earthwork is processed,
6. the two-stage soil is processed by the following steps,
7. a waterproof rubber ring.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In addition, the terms "first", "second", and the like are employed in the present invention to describe various information, but the information should not be limited to these terms, which are used only to distinguish the same type of information from each other. For example, "first" information may also be referred to as "second" information, and similarly, "second" information may also be referred to as "first" information, without departing from the scope of the present invention.
Referring to fig. 1, 2 and 3, the embodiment provides a construction method of a high permeable stratum underground inspection well, including the steps of earthwork excavation, drainage, bedding construction, lowering and positioning of a finished plastic tee joint 4, pouring of a concrete floating pier, pipeline installation of an inspection well section, backfilling of a first stage earthwork 5, building and plastering of a well wall, installing of a well lid, acceptance and transfer, wherein:
the earthwork excavation comprises the steps of positioning, measuring the elevation of a field and the elevation of a well bottom, observing underground water and the condition of the soil in the field after the earthwork excavation reaches the elevation surface of the well bottom, and carrying out slope releasing on a side slope to form a foundation pit bottom 1.
The construction of the water lowering and draining comprises that a drainage ditch 11 and at least one water collecting well 12 are arranged at the bottom of a foundation pit 1.
The cushion construction includes that the cushion includes upper cushion 2 and lower cushion 3, and upper cushion 2 is fine stone concrete cushion and upper cushion 2's thickness is 150mm, and lower cushion 3 is thick sand, gravel cushion and lower cushion 3's thickness is 150mm.
The lowering and positioning of the finished plastic tee joint 4 comprises the step of lowering the finished plastic tee joint 4, and the elevation and the positioning control line of the finished plastic tee joint 4, the elevation and the central line of the connectors at two sides are consistent with those of the pipelines at two sides.
The concrete anti-floating pier pouring comprises the steps of pouring concrete anti-floating piers for molding after the inlet and the outlet of the finished plastic tee joint 4 are plugged, and vibrating the concrete anti-floating piers while pouring the concrete anti-floating piers.
And the inspection well section pipeline installation comprises the steps of after the pouring condition of the concrete anti-floating pier is inspected, removing the mold of the concrete anti-floating pier, clearing the plugging object of the finished product plastic tee joint 4, and connecting the finished product plastic tee joint 4 with a pipeline through a connector.
The first stage earthwork 5 backfilling comprises the step of completing the first stage earthwork 5 backfilling process, wherein the height of the first stage earthwork 5 backfilling is the same as the elevation of the concrete anti-floating pier.
The well wall building and plastering process comprises the steps of well wall building and plastering.
And the second-stage earthwork 6 backfilling comprises the step of finishing the second-stage earthwork 6 backfilling process, wherein the height of the second-stage earthwork 6 backfilling is the same as the elevation.
The well lid installation includes, accomplishes well lid installation process.
The acceptance and transfer comprises the steps of finishing an acceptance procedure and performing engineering transfer.
Through step "earthwork excavation, the construction falls, the drainage, the bed course construction, finished product plastics tee bend 4 is transferred the location, concrete anti floating pier is pour, inspection shaft section piping erection, first stage earthwork 5 backfills, the wall of a well is built by laying bricks or stones, plaster, second stage earthwork 6 backfills, the well lid installation, the acceptance is tested, the underground inspection shaft who hands over" formation, it discharges the water to last through escape canal 11 and collector well 12 that are located the bed course below, absorb the moisture in the foundation pit bottom 1 through lower part bed course 3, form firm bottom through upper portion bed course 2, and fine aggregate concrete and thick sand, have better adhesion between the gravel bed course, the holistic firmness of bed course has been ensured, thereby form the separation between underground inspection shaft and the water, greatly reduced the required time of high permeable stratum underground inspection shaft construction.
Preferably, referring to fig. 1, in this embodiment, before the step of earth excavation, the step of BIM application modeling and the step of researching feasibility of the construction method are further included, where the step of BIM application modeling and the step of researching feasibility of the construction method include performing modeling and process simulation on the construction method by using BIM technology application, performing feasibility research on a slope gradient, an excavation working surface, a formwork supporting mode and a construction process, and performing model refinement to derive a large sample diagram. Through BIM application modeling and research on feasibility of a construction method, the feasibility of the engineering can be ensured in principle, and an optimal material use scheme can be obtained through modeling calculation, so that the material consumption of construction is effectively reduced.
Preferably, referring to fig. 1 and 2, in this embodiment, a rainwater pipe section test is further included between the step of backfilling earthwork 6 at the second stage and the step of installing the well lid, and the rainwater pipe section test includes testing the rainwater pipe section and confirming that the rainwater pipe section meets the engineering requirements. Before earthwork backfilling, relevant tests are carried out according to relevant regulations of water supply and drainage pipeline engineering construction and acceptance regulations GB50268-2008, and the relevant tests are used as final sealing confirmation of the inside of pipelines such as finished plastic tee joints 4, concrete anti-floating piers and the like and between connecting pieces of the pipelines so as to facilitate the development of subsequent engineering.
Preferably, referring to fig. 1 and 2, in the present embodiment, the foundation pit bottom 1 includes an artificial earthwork portion 13, the artificial earthwork portion 13 is disposed to extend from the bottom of the foundation pit bottom 1 to the outside of the well, the thickness of the artificial earthwork portion 13 is 200mm to 300mm, and the artificial earthwork portion is formed by manually cleaning the substrate. On the one hand, the manual work clearance basement can be ensured that the specification of basic pit bottom 1 meets the requirements, avoids appearing the condition that the parameter is wrong is predetermine to the machine, and on the other hand, the speed of manual work clearance basement is comparatively slow, and the shaping trend is comparatively mild, has reduced the possibility that takes place to collapse.
Preferably, in this embodiment, the side slope distance between the drainage ditch 11 and the foundation pit bottom 1 is at least 300mm, the width of the drainage ditch 11 is at least 300mm, and the depth of the drainage ditch 11 is at least 200mm, so that the drainage effect of the drainage ditch 11 can be ensured, and the influence on the side slope of the foundation pit bottom 1 caused by the process of setting up the drainage ditch 11 can be avoided.
Preferably, in this embodiment, a water pump is disposed in the water collecting well 12, the water collecting well 12 is disposed at a corner of the foundation pit bottom 1, and has a distance of at least 300mm from a side slope of the foundation pit bottom 1, a length and a width of the water collecting well 12 are at least 600mm, a depth range of the water collecting well 12 is 700-1000mm, accumulated water in the pit can be discharged to the third-level sedimentation tank through the water pump and then is connected to the municipal pipe well according to regulations for discharge, and effective water lowering and drainage are formed.
Preferably, in this embodiment, the width of the two sides of the concrete anti-floating pier is the same as the width of the finished plastic tee joint 4 and the connector combination, and the height of the concrete anti-floating pier is the same as the height of the finished plastic tee joint 4, so that the concrete anti-floating pier can be prevented from being damaged due to the dead weight of the masonry well wall in the later construction period, and the anti-floating capacity of the finished plastic tee joint 4 is also ensured.
Preferably, referring to fig. 2, in this embodiment, a water-proof rubber ring 7 is provided between the joint and the pipeline, so as to reduce the possibility of leakage between the joint and the pipeline.
Preferably, in this embodiment, the dimension of the wall of the well being built and plastered is determined by on-site measurement and positioning after the earth excavation.
The method comprises the steps of BIM application modeling, research on feasibility of construction methods, earthwork excavation, construction lowering, drainage, cushion layer construction, lowering and positioning of finished plastic tee joints 4, pouring of concrete anti-floating piers, installation of pipelines of inspection well sections, backfilling of earthwork 5 in a first stage, well wall masonry and plastering, rainwater pipe section test, backfilling of earthwork 6 in a second stage, well cover installation, acceptance and transfer of formed underground inspection wells, continuous water discharge through drainage ditches 11 and water collection wells 12 located below cushion layers, absorption of water in foundation pit bottoms 1 through lower cushion layers 3, forming of firm bottoms through upper cushion layers 2, good adhesion among fine aggregate concrete, thick sand and gravel cushion layers, and guarantee of firmness of the whole cushion layers, so that separation between the underground inspection wells and the water is formed, and time required by construction of the underground inspection wells with high water permeability is greatly reduced.
The construction method of the underground inspection well with the high permeable stratum has the following beneficial effects:
1. through step "earthwork excavation, the construction falls, the drainage, the bed course construction, finished product plastics tee bend 4 is transferred the location, concrete anti floating pier is pour, inspection shaft section piping erection, first stage earthwork 5 backfills, the wall of a well is built by laying bricks or stones, plaster, second stage earthwork 6 backfills, the well lid installation, the acceptance is tested, the underground inspection shaft who hands over" formation, it discharges the water to last through escape canal 11 and collector well 12 that are located the bed course below, absorb the moisture in the foundation pit bottom 1 through lower part bed course 3, form firm bottom through upper portion bed course 2, and fine aggregate concrete and thick sand, have better adhesion between the gravel bed course, the holistic firmness of bed course has been ensured, thereby form the separation between underground inspection shaft and the water, greatly reduced the required time of high permeable stratum underground inspection shaft construction.
2. On the one hand, the manual work clearance basement can be ensured that the specification of basic pit bottom 1 meets the requirements, avoids appearing the condition that the parameter is wrong is predetermine to the machine, and on the other hand, the speed of manual work clearance basement is comparatively slow, and the shaping trend is comparatively mild, has reduced the possibility that takes place to collapse.
3. The width of the two sides of the concrete anti-floating pier is the same as the width of the finished plastic tee joint 4 and the connector combination, and the height of the concrete anti-floating pier is the same as the height of the finished plastic tee joint 4, so that the concrete anti-floating pier can be prevented from being damaged due to the dead weight of a building well wall in the later construction period, and the anti-floating capacity of the finished plastic tee joint 4 is also guaranteed.
The foregoing is directed to the preferred embodiment of the present invention, and it is understood that various changes and modifications may be made by one skilled in the art without departing from the spirit of the invention, and it is intended that such changes and modifications be considered as within the scope of the invention.
Claims (9)
1. A construction method of a high permeable stratum underground inspection well is characterized by comprising the following steps:
earth excavation: positioning and measuring a field elevation and a well bottom elevation, and after excavating to the well bottom elevation surface, observing underground water and the situation of field soil to release slopes to form a foundation pit bottom;
and (3) construction, drainage and descending: arranging a drainage ditch and at least one water collecting well at the bottom of the foundation pit;
cushion layer construction: the cushion layer comprises an upper cushion layer and a lower cushion layer, the upper cushion layer is a fine stone concrete cushion layer, the thickness of the upper cushion layer is 150mm, the lower cushion layer is a thick sand and gravel cushion layer, and the thickness of the lower cushion layer is 150mm;
lowering and positioning a finished plastic tee: lowering the finished plastic tee joint, wherein the elevation and the positioning control line of the finished plastic tee joint are consistent with the elevation and the central line of the connectors on the two sides;
pouring the concrete anti-floating pier: after an inlet and an outlet of the finished plastic tee joint are plugged, pouring concrete anti-floating piers for molding, and vibrating the concrete anti-floating piers while pouring the concrete anti-floating piers;
and (3) installing pipelines at the inspection well section: after the pouring condition of the concrete anti-floating pier is checked, the concrete anti-floating pier is demoulded, the blockage of the finished product plastic tee joint is cleaned, and the finished product plastic tee joint is connected with a pipeline through a connector;
the first stage earthwork backfilling: completing a first-stage earthwork backfilling process, wherein the height of the first-stage earthwork backfilling is the same as the elevation of the concrete anti-floating pier;
building and plastering a well wall: completing the working procedures of well wall building and plastering;
and backfilling earthwork at the second stage: completing the two-stage earthwork backfilling process, wherein the height of the two-stage earthwork backfilling is the same as the elevation;
installing a well cover: completing the installation process of the well cover;
acceptance and transfer: and finishing the acceptance procedure and performing engineering transfer.
2. The construction method of the underground manhole of the high permeable stratum of claim 1, further comprising the following steps before the step of earth excavation:
BIM application modeling and research on feasibility of a construction method are as follows: the construction method is modeled and simulated by BIM technology application, feasibility study is carried out on the slope gradient, the excavation working surface, the formwork supporting mode and the construction process, model refinement is carried out, and a large sample diagram is derived.
3. The construction method of the underground manhole of the high permeable stratum according to claim 1, further comprising the following steps between the step of earth backfilling at the second stage and the step of installing the manhole cover:
testing a rainwater pipe section: and testing the rainwater pipe section to confirm that the rainwater pipe section meets the engineering requirements.
4. The method for constructing a high permeable stratum underground inspection well according to claim 1, wherein the foundation pit bottom comprises an artificial earthwork portion which is provided from the bottom of the foundation pit bottom to the outside of the well, has a thickness of 200mm to 300mm, and is formed by manually cleaning the foundation pit.
5. The method for constructing a high permeable stratum underground inspection well according to claim 1, wherein the drainage ditch is at least 300mm away from the slope of the foundation pit bottom, the width of the drainage ditch is at least 300mm, and the depth of the drainage ditch is at least 200mm.
6. The construction method of the underground inspection well with the high water permeability according to claim 1, wherein a water pump is arranged in the water collecting well, the water collecting well is arranged at the corner of the foundation pit bottom, the distance between the water collecting well and the side slope of the foundation pit bottom is at least 300mm, the length and width of the water collecting well are at least 600mm, and the depth of the water collecting well ranges from 700 mm to 1000mm.
7. The construction method of the underground inspection well with high water permeability according to claim 1, wherein the width of the concrete anti-floating pier at both sides is the same as the width of the finished plastic tee and the connector combination, and the height of the concrete anti-floating pier is the same as the height of the finished plastic tee.
8. The method of claim 1, wherein a waterproof rubber ring is disposed between the joint and the pipe.
9. The construction method of the underground inspection well with the high water permeability layer according to claim 1, wherein the dimension of the wall masonry and the plastering is determined according to the field measurement and the positioning after the step of earth excavation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211431332.6A CN115653005B (en) | 2022-11-15 | 2022-11-15 | Construction method of high permeable layer underground inspection well |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211431332.6A CN115653005B (en) | 2022-11-15 | 2022-11-15 | Construction method of high permeable layer underground inspection well |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115653005A true CN115653005A (en) | 2023-01-31 |
| CN115653005B CN115653005B (en) | 2024-05-14 |
Family
ID=85020613
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211431332.6A Active CN115653005B (en) | 2022-11-15 | 2022-11-15 | Construction method of high permeable layer underground inspection well |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115653005B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108301440A (en) * | 2018-03-29 | 2018-07-20 | 沈阳建筑大学 | With waterproof, the underground pipe gallery construction method of drain function |
| CN108797618A (en) * | 2018-06-21 | 2018-11-13 | 中国十七冶集团有限公司 | One kind being used for Urban Underground pipe gallery drainage of foundation pit structure and its construction method |
| RU2692396C1 (en) * | 2018-10-30 | 2019-06-24 | Акционерное общество "Научно-исследовательский центр "Строительство", АО "НИЦ "Строительство" | Method of erection of slab reinforced concrete foundation |
| CN111501837A (en) * | 2020-04-27 | 2020-08-07 | 西安市市政建设(集团)有限公司 | Foam concrete based plastic inspection well peripheral backfill method |
| CN112431225A (en) * | 2020-10-16 | 2021-03-02 | 中国化学工程第十四建设有限公司 | Top-down construction method for pipe-jacking brick-built working well |
| CN113914327A (en) * | 2021-11-08 | 2022-01-11 | 浙江乔兴建设集团有限公司 | Construction method for foundation pit enclosure and earth excavation |
| CN114032911A (en) * | 2021-12-24 | 2022-02-11 | 中国化学工程第十一建设有限公司 | Construction method for deep foundation pit in sea reclamation area |
| CN115012452A (en) * | 2022-06-15 | 2022-09-06 | 中建二局第二建筑工程有限公司 | Post-casting belt construction technology and basement drainage and pressure relief structure |
| CN115262730A (en) * | 2022-06-02 | 2022-11-01 | 中国建筑第七工程局有限公司 | A kind of construction method of rain and sewage pipeline |
-
2022
- 2022-11-15 CN CN202211431332.6A patent/CN115653005B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108301440A (en) * | 2018-03-29 | 2018-07-20 | 沈阳建筑大学 | With waterproof, the underground pipe gallery construction method of drain function |
| CN108797618A (en) * | 2018-06-21 | 2018-11-13 | 中国十七冶集团有限公司 | One kind being used for Urban Underground pipe gallery drainage of foundation pit structure and its construction method |
| RU2692396C1 (en) * | 2018-10-30 | 2019-06-24 | Акционерное общество "Научно-исследовательский центр "Строительство", АО "НИЦ "Строительство" | Method of erection of slab reinforced concrete foundation |
| CN111501837A (en) * | 2020-04-27 | 2020-08-07 | 西安市市政建设(集团)有限公司 | Foam concrete based plastic inspection well peripheral backfill method |
| CN112431225A (en) * | 2020-10-16 | 2021-03-02 | 中国化学工程第十四建设有限公司 | Top-down construction method for pipe-jacking brick-built working well |
| CN113914327A (en) * | 2021-11-08 | 2022-01-11 | 浙江乔兴建设集团有限公司 | Construction method for foundation pit enclosure and earth excavation |
| CN114032911A (en) * | 2021-12-24 | 2022-02-11 | 中国化学工程第十一建设有限公司 | Construction method for deep foundation pit in sea reclamation area |
| CN115262730A (en) * | 2022-06-02 | 2022-11-01 | 中国建筑第七工程局有限公司 | A kind of construction method of rain and sewage pipeline |
| CN115012452A (en) * | 2022-06-15 | 2022-09-06 | 中建二局第二建筑工程有限公司 | Post-casting belt construction technology and basement drainage and pressure relief structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115653005B (en) | 2024-05-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107938692B (en) | Drainage and recharging construction method and structure | |
| CN103046565B (en) | Draining method for ultra-deep batholith deep foundation pit | |
| CN101565964A (en) | Construction method for mounting outdoor embedded high-density polyethylene double-wall corrugated drain pipe | |
| CN107059903A (en) | Bottom plate plugging dewatering well construction method is worn in foundation ditch | |
| CN110397079B (en) | Construction process for open cut station of marine facies water-rich karst stratum | |
| CN111677095A (en) | Construction method of drainage pipeline | |
| CN111139852A (en) | Water-rich sandy gravel stratum high-permeability ultra-deep foundation pit dewatering construction method | |
| CN110093971B (en) | Combined water pump house of underground tunnel and construction method thereof | |
| CN111560958A (en) | Construction method of water-rich deep foundation pit in silty clay stratum | |
| CN111236284A (en) | A method and structure for groundwater drainage at the bottom of a basement and surrounding areas | |
| CN112695763A (en) | Deep sludge stratum foundation pit excavation method | |
| CN115262730A (en) | A kind of construction method of rain and sewage pipeline | |
| CN103469828A (en) | Construction method of hydrophobic structure of post-cast strip of bottom plate of basement | |
| CN115012452A (en) | Post-casting belt construction technology and basement drainage and pressure relief structure | |
| CN113700018A (en) | Open caisson construction method for large-volume pump station | |
| CN210315908U (en) | Immersed tube type inspection well | |
| CN113700111A (en) | Construction method of rainwater permeation, drainage and reuse integrated system | |
| CN105714771B (en) | Construction method of manual hole digging pile | |
| CN113152425A (en) | Combined freezing and reinforcing method for non-drainage excavation of large foundation pit | |
| CN115653005B (en) | Construction method of high permeable layer underground inspection well | |
| CN113737832A (en) | Construction method for rectangular open caisson between coarse grids of small and medium-sized sewage treatment plants | |
| CN212388577U (en) | A miniature precipitation system for small foundation pits | |
| CN114108777A (en) | Municipal drainage pipeline construction technology | |
| CN114045850A (en) | Construction method for replacing waterproof curtain by combination of light well point and pneumatic dewatering | |
| CN118498142B (en) | A construction method for special roadbed in plateau mountainous area |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |