CN111945738A - Shaft construction method - Google Patents
Shaft construction method Download PDFInfo
- Publication number
- CN111945738A CN111945738A CN202010703708.9A CN202010703708A CN111945738A CN 111945738 A CN111945738 A CN 111945738A CN 202010703708 A CN202010703708 A CN 202010703708A CN 111945738 A CN111945738 A CN 111945738A
- Authority
- CN
- China
- Prior art keywords
- wall
- construction
- construction method
- constructing
- 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.)
- Pending
Links
Classifications
-
- 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
-
- 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
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/12—Manhole shafts; Other inspection or access chambers; Accessories therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a shaft construction method, which comprises the following steps: the method comprises the following steps of site leveling, underground diaphragm wall construction, earth and stone excavation construction, lining wall construction, portal ring beam construction and bottom plate and portal wall construction. According to the shaft construction method, the earth and stones are excavated in the foundation pit while the lining wall is constructed, so that the shaft excavation construction progress can be improved, the supporting strength of the foundation pit is higher, and the construction safety is improved.
Description
Technical Field
The invention relates to the technical field of foundation pit engineering construction, in particular to a vertical shaft construction method.
Background
At present, with the rapid development of economy, infrastructure construction in various regions is continuously strengthened, wherein foundation pit engineering is a common construction engineering. In the foundation pit engineering, the vertical shaft is widely applied, however, in the existing large-size vertical shaft construction technical scheme, the construction time period is long, the construction progress is slow, and the construction safety is not high.
Disclosure of Invention
The present invention is directed to solving at least one of the problems of the prior art. Therefore, the invention provides the vertical shaft construction method which is fast in construction progress and high in construction safety.
The vertical shaft construction method according to the embodiment of the invention comprises the following steps:
leveling the field to a set elevation;
constructing an underground continuous wall, forming the underground continuous wall and a capping beam on the site, and embedding the underground continuous wall into a well bottom;
excavating the soil and stones, namely excavating the soil and stones on the inner side of the underground continuous wall to a certain depth to form a foundation pit;
constructing a lining wall, namely pouring the inner side of the foundation pit to form a layer of lining wall, and then continuing the earth and stone excavation construction and the lining wall construction to a set depth, so that a plurality of layers of lining walls are sequentially formed on the inner side of the foundation pit from top to bottom;
constructing a tunnel portal ring beam;
and (3) constructing a bottom plate and a portal wall, pouring a cushion layer, the bottom plate and a concrete surface layer at the bottom of the foundation pit, removing a portal ring beam, constructing the portal wall, and finishing the excavation construction of the vertical shaft.
The vertical shaft construction method provided by the embodiment of the invention at least has the following beneficial effects: according to the shaft construction method, the earth and stones are excavated in the foundation pit, and the lining wall is constructed, so that the shaft excavation construction progress can be improved, the supporting strength of the foundation pit is higher, and the construction safety is improved.
According to some embodiments of the invention, in the step of excavating earth and stone, an excavator is used for excavating earth, and a hydraulic grab bucket is used for discharging slag in a matched mode, and an earthwork vehicle is configured to discharge the earth.
According to some embodiments of the invention, a retaining wall is arranged above the capping beam, the retaining wall being configured to prevent water from flowing into the well.
According to some embodiments of the invention, the excavation of the perimeter of the foundation pit is formed with a drainage ditch, the drainage ditch being connected to a sedimentation tank.
According to some embodiments of the invention, the inner side of the drainage ditch is coated with mortar to prevent water infiltration.
According to some embodiments of the invention, the perimeter of the foundation pit is subjected to an anti-seepage treatment.
According to some embodiments of the invention, one side of the construction joint of the inner lining wall of the adjacent layer, which is close to the underground continuous wall, is provided with a water stopping copper sheet, and the water stopping copper sheet is used for stopping water of the construction joint.
According to some embodiments of the invention, the underground continuous wall is provided with a cut at the inner side, and the water stop copper sheet is installed in the cut.
According to some embodiments of the invention, the undercut is filled with a fine sand layer, the lower end of the water stop copper sheet is inserted into the fine sand layer, and cement mortar is laid on the upper surface of the fine sand layer.
According to some embodiments of the invention, the interior lining is symmetrically concreted by pumping.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Detailed Description
The embodiments of the present invention will be described in detail below, and in the description of the present invention, several means are one or more, a plurality of means is two or more, and more than, less than, more than, etc. are understood as not including the present numbers, and more than, less than, etc. are understood as including the present numbers. If the first and second are described for the purpose of distinguishing technical features, they are not to be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated or implicitly indicating the precedence of the technical features indicated.
In the description of the present invention, unless otherwise explicitly limited, terms such as arrangement, installation, connection and the like should be understood in a broad sense, and those skilled in the art can reasonably determine the specific meanings of the above terms in the present invention in combination with the specific contents of the technical solutions.
According to the construction method of the vertical shaft, the vertical shaft is a circular vertical shaft, the outer diameter is 35.9m, and the inner diameter is 30.5 m. The ground leveling height is 4.0m, the foundation pit bottom height is-53.5 m, the excavation depth is 57.5m, and the excavation construction method comprises the following steps: the method comprises the following steps of site leveling, underground diaphragm wall construction, earth and stone excavation construction, lining wall construction, portal ring beam construction and bottom plate and portal wall construction. Specifically, the field leveling step comprises leveling the field to a set elevation, then constructing a groove wall to reinforce the cement mixing pile and the underground continuous wall guide wall, and preparing for underground continuous wall construction. The construction steps of the underground continuous wall comprise that the underground continuous wall and the capping beam are formed in the field, the thickness of the underground continuous wall is 1.2m, the underground continuous wall can be set to be proper according to actual needs, and the underground continuous wall is embedded into a well bottom to form the vertical support of the underground continuous wall. The earth and stone excavation construction step comprises the step of excavating earth and stones on the inner side of the underground continuous wall to a certain depth to form a foundation pit. The step of constructing the lining wall comprises the steps of pouring a layer of lining wall on the inner side of the foundation pit, wherein the lining wall is constructed by adopting a reverse method, the thickness of the lining wall is 1.2-1.5m, then earth and stone excavation construction and lining wall construction are continued to a set depth, so that a plurality of layers of lining walls are sequentially formed on the inner side of the foundation pit from top to bottom, specifically, the lining wall is constructed while excavation is carried out on the foundation pit, the lining wall in each layer needs to be constructed when excavation is carried out to a position 0.5m below the lining wall in each layer, and overexcavation. And when the strength of the lining wall in the layer reaches 80 percent of the design value, carrying out the next cycle of construction, and repeating the construction in the same way to form the multilayer lining wall. The portal ring beam is provided with an upper layer and a lower layer, the net distance between the two layers of portal ring beams is 2500mm-2900mm, the portal ring beams are constructed by adopting a cast-in-place concrete structure, the concrete grade is C35, and the thickness of a protective layer is 40mm-60 mm; bottom plate and portal wall construction pour bed course, bottom plate and concrete surface course bottom the foundation ditch, demolish portal ring beam, construction portal wall, accomplish the excavation construction of shaft, and is concrete, demolish second floor portal ring beam when treating that bottom plate concrete strength reaches 80% of design strength value, in the same direction as lining wall between second floor and the first floor portal ring beam in proper order, demolish first floor portal ring beam when treating that portal wall concrete strength reaches 80%.
According to the shaft construction method, the earth and stones are excavated in the foundation pit, and the lining wall is constructed, so that the shaft excavation construction progress can be improved, the supporting strength of the foundation pit is higher, and the construction safety is improved.
Specifically, in the step of excavating and constructing the earth and stone, an excavator is adopted for excavating and constructing, meanwhile, a hydraulic grab bucket is adopted for matching slag discharge, and an earthwork vehicle is configured for soil discharge. In some embodiments, the upper layer of the foundation pit excavation is earthwork excavation, and three excavators, two hydraulic grab buckets and twenty earthwork vehicles can be configured, so that the earthwork excavation can be rapidly carried out. The lower floor of foundation ditch excavation is the stone side excavation, and during the stone side excavation, two excavators, portal crane and sediment fill were arranged on ground and are slagging tap, and the excavator cooperation is unearthed to adopt the earth moving vehicle to carry out the sediment soil transportation, dispose two excavators in the well and join in marriage big gun machine broken rock, dispose two excavator cooperations in addition and slag tap. Excavation and unearthing are carried out synchronously, and the unearthing time can be considered within the excavation operation time and is not overlapped. And (5) timely constructing the lining wall after each layer of stone is excavated.
In some embodiments of the invention, a retaining wall is arranged above the capping beam, the retaining wall is used for preventing water from flowing into the well, and the retaining wall is arranged in a circular shape, and the top elevation of the retaining wall is not lower than 500mm of the ground. Through being provided with the barricade at the capping beam, the barricade can block the rainwater on ground and the construction water flows in the well to guarantee going on smoothly of construction.
In some embodiments of the invention, the excavation of the perimeter of the foundation pit forms a drainage ditch, which is connected to the sedimentation basin. Because can be rainy during the construction, consequently be formed with the escape canal through the peripheral excavation at the foundation ditch, the escape canal can be discharged the peripheral surface water of foundation ditch to the sedimentation tank in, avoids the surface water to the peripheral influence of foundation ditch, then in time the pump drainage with the water in the sedimentation tank, finally gets into municipal sewage pipe network.
Specifically, the inner side of the drainage ditch is coated with mortar to prevent infiltration, so that the influence of water infiltrating into the soil on the soil strength around the foundation pit can be prevented, and the normal construction of the foundation pit is ensured.
In some embodiments of the invention, the periphery of the foundation pit is subjected to anti-seepage treatment, for example, ground hardening treatment can be adopted, so that rainwater can be effectively prevented from infiltrating into the soil body, and the normal construction of the foundation pit is further ensured.
In some embodiments of the invention, a water-stopping copper sheet is arranged on one side, close to the underground continuous wall, of the construction joint of the adjacent lining wall, and the water-stopping copper sheet is used for stopping water of the construction joint. And arranging one grouting pipe at the construction joint position every 2m, and filling holes behind the water-stop copper sheet back with grouting. When each layer of concrete is poured, the upper layer of concrete is chiseled first, so that the upper layer of concrete and the lower layer of concrete are connected compactly.
In some embodiments of the invention, the inner side of the underground continuous wall is provided with a cut, and the water stop copper sheet is arranged in the cut. The depth of the cut is about 1m, and the cut depth can be properly adjusted according to the actual situation on site to provide an installation space for the water stop copper sheet.
Specifically, the plunge cut is filled with fine sand layer, and the lower extreme of stagnant water copper sheet is inserted and is fixed in fine sand layer, and cement mortar has been laid to the upper surface on fine sand layer, and the slope can be 1: 4 or 1: 5, thereby make the stagnant water copper sheet can bear bigger thrust, thereby can be better play the stagnant water effect to the construction joint when the interior wall lining of construction.
In some embodiments of the invention, the interior lining is symmetrically concreted by pumping. Specifically, a mode of symmetrically pouring two pump trucks can be adopted, and two suitable pouring points are selected for each pump truck according to the actual conditions on site, so that the integral strength of the interior lining wall is improved. When concrete is poured, the concrete should be poured in layers, and the upper layer concrete is continuously poured before the lower layer concrete is initially set. The pouring thickness of each layer of concrete is controlled within 400mm, an inserted vibrator is adopted for vibrating when the concrete is poured, the vibrating time is about 15-30s, and the floating stones are floated by mortar until sinking and no bubbles appear.
The embodiments of the present invention have been described in detail, but the present invention is not limited to the embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art.
Claims (10)
1. The construction method of the vertical shaft is characterized by comprising the following steps:
leveling the field to a set elevation;
constructing an underground continuous wall, forming the underground continuous wall and a capping beam on the site, and embedding the underground continuous wall into a well bottom;
excavating the soil and stones, namely excavating the soil and stones on the inner side of the underground continuous wall to a certain depth to form a foundation pit;
constructing a lining wall, namely pouring the inner side of the foundation pit to form a layer of lining wall, and then continuing the earth and stone excavation construction and the lining wall construction to a set depth, so that a plurality of layers of lining walls are sequentially formed on the inner side of the foundation pit from top to bottom;
constructing a tunnel portal ring beam;
and (3) constructing a bottom plate and a portal wall, pouring a cushion layer, the bottom plate and a concrete surface layer at the bottom of the foundation pit, removing a portal ring beam, constructing the portal wall, and finishing the excavation construction of the vertical shaft.
2. A shaft construction method according to claim 1, wherein: in the step of excavating and constructing the earth and stone, an excavator is adopted for excavating and constructing, a hydraulic grab bucket is adopted for matching to remove slag, and an earthwork vehicle is configured for excavating.
3. A shaft construction method according to claim 1, wherein: and a retaining wall is arranged above the capping beam and used for preventing water from flowing into the well.
4. A shaft construction method according to claim 1, wherein: the peripheral excavation of foundation ditch is formed with the escape canal, the escape canal is connected with the sedimentation tank.
5. A shaft construction method according to claim 4, wherein: the inner side of the drainage ditch is coated with mortar to prevent water infiltration.
6. A shaft construction method according to claim 1, wherein: and performing anti-seepage treatment on the periphery of the foundation pit.
7. A shaft construction method according to claim 1, wherein: and one side of the construction joint of the inner lining wall, which is close to the underground continuous wall, on the adjacent layer is provided with a water stop copper sheet, and the water stop copper sheet is used for stopping water of the construction joint.
8. A shaft construction method according to claim 7, wherein: the underground diaphragm wall inside is provided with the plunge cut, stagnant water copper sheet install in the plunge cut.
9. A shaft construction method according to claim 8, wherein: the undercut is filled with a fine sand layer, the lower end of the water stop copper sheet is inserted into the fine sand layer, and cement mortar is laid on the upper surface of the fine sand layer.
10. A shaft construction method according to any one of claims 1 to 9, wherein: the inner lining wall is symmetrically cast with concrete in a pumping mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010703708.9A CN111945738A (en) | 2020-07-21 | 2020-07-21 | Shaft construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010703708.9A CN111945738A (en) | 2020-07-21 | 2020-07-21 | Shaft construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111945738A true CN111945738A (en) | 2020-11-17 |
Family
ID=73340204
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010703708.9A Pending CN111945738A (en) | 2020-07-21 | 2020-07-21 | Shaft construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111945738A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20150086278A1 (en) * | 2013-09-25 | 2015-03-26 | Post Tensioning Solutions LLC | Systems and methods to reinforce excavation walls |
| CN107034893A (en) * | 2017-06-09 | 2017-08-11 | 上海市机械施工集团有限公司 | Shaft construction method |
| CN109630127A (en) * | 2018-11-22 | 2019-04-16 | 中铁隧道集团二处有限公司 | A kind of construction method of rich water soft stratum ultra-deep shield vertical shaft |
| CN110056358A (en) * | 2019-05-21 | 2019-07-26 | 惠州市水电建筑工程有限公司 | A kind of template and support system and construction method for the construction of vertical shaft inwall |
| CN110552371A (en) * | 2019-08-30 | 2019-12-10 | 中国一冶集团有限公司 | Construction method for eliminating horizontal construction joints of annular lining wall based on reverse construction method |
| CN111173038A (en) * | 2020-01-10 | 2020-05-19 | 北京泰德市政工程有限公司 | Construction process of vertical shaft |
-
2020
- 2020-07-21 CN CN202010703708.9A patent/CN111945738A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20150086278A1 (en) * | 2013-09-25 | 2015-03-26 | Post Tensioning Solutions LLC | Systems and methods to reinforce excavation walls |
| CN107034893A (en) * | 2017-06-09 | 2017-08-11 | 上海市机械施工集团有限公司 | Shaft construction method |
| CN109630127A (en) * | 2018-11-22 | 2019-04-16 | 中铁隧道集团二处有限公司 | A kind of construction method of rich water soft stratum ultra-deep shield vertical shaft |
| CN110056358A (en) * | 2019-05-21 | 2019-07-26 | 惠州市水电建筑工程有限公司 | A kind of template and support system and construction method for the construction of vertical shaft inwall |
| CN110552371A (en) * | 2019-08-30 | 2019-12-10 | 中国一冶集团有限公司 | Construction method for eliminating horizontal construction joints of annular lining wall based on reverse construction method |
| CN111173038A (en) * | 2020-01-10 | 2020-05-19 | 北京泰德市政工程有限公司 | Construction process of vertical shaft |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110805053A (en) | Construction method of deep foundation pit open caisson self-sinking supporting system | |
| CN111733828A (en) | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology | |
| CN207512745U (en) | A kind of caisson device and its foundation pit structure | |
| CN104264688A (en) | Manual hole digging non-uniform pile support construction technology | |
| CN110735600B (en) | Mechanical pore-forming pile construction process for karst geology | |
| CN101457526A (en) | Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method | |
| JP7352048B1 (en) | Construction method of large-span station with open wings and semi-top-down excavation and semi-reverse drilling | |
| CN113638445A (en) | Semi-inverse construction method for ultra-deep circular foundation pit | |
| CN114411756A (en) | Construction method and construction device for water-rich sand layer subway station open excavation foundation pit without precipitation | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| CN105714748A (en) | Excavating construction method for surge shaft in gravel and sandy soil layer | |
| CN215105880U (en) | Concrete inverted well suitable for connecting new and old water supply and drainage pipelines | |
| CN107700521B (en) | Building foundation reinforcement underpinning pier and construction method thereof | |
| CN112081118A (en) | Pile-anchor supporting foundation pit deepening reinforcing and supporting structure and construction method thereof | |
| CN104846837B (en) | The construction method of ultra-deep well in a kind of bright draining foundation ditch | |
| CN115450221A (en) | Construction method for subway crossing river channel | |
| CN113266362B (en) | Top pipe cover excavation construction method for penetrating through existing dense anchor cable area | |
| CN109653223A (en) | River anti-floating weighting board construction method | |
| CN111155429A (en) | Construction method for bridge sand blowing island building in still water deep water area | |
| CN111945738A (en) | Shaft construction method | |
| CN106192880B (en) | The box harbour of L-type and its method of construction | |
| CN110792440B (en) | Construction method of water-rich loess tunnel penetrating through loess towards valley | |
| CN107119716A (en) | Tidal land tidal bore area vcehicular tunnel builds structure and its method | |
| CN111042144A (en) | Excavation method for foundation pit of underground beam under condition of continuous flow of riverway in cold region | |
| CN115404888B (en) | Deep foundation pit bottom water treatment method for finished main body structure |
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: 20201117 |