CN113931167A - Method for reinforcing wall of underground continuous wall with inscribed wall - Google Patents
Method for reinforcing wall of underground continuous wall with inscribed wall Download PDFInfo
- Publication number
- CN113931167A CN113931167A CN202111185416.1A CN202111185416A CN113931167A CN 113931167 A CN113931167 A CN 113931167A CN 202111185416 A CN202111185416 A CN 202111185416A CN 113931167 A CN113931167 A CN 113931167A
- Authority
- CN
- China
- Prior art keywords
- wall
- underground continuous
- construction
- continuous wall
- reinforcing
- 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
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 title claims abstract description 22
- 238000010276 construction Methods 0.000 claims abstract description 57
- 238000004422 calculation algorithm Methods 0.000 claims abstract description 22
- 238000007637 random forest analysis Methods 0.000 claims abstract description 20
- 230000002787 reinforcement Effects 0.000 claims abstract description 16
- 239000002689 soil Substances 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 6
- 238000010348 incorporation Methods 0.000 claims description 2
- 239000004567 concrete Substances 0.000 abstract description 6
- 230000006870 function Effects 0.000 description 5
- 239000002002 slurry Substances 0.000 description 4
- 230000015556 catabolic process Effects 0.000 description 3
- 238000006731 degradation reaction Methods 0.000 description 3
- 238000004364 calculation method Methods 0.000 description 2
- 238000003066 decision tree Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000010801 machine learning Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000007619 statistical method Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Images
Classifications
-
- 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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Structural Engineering (AREA)
- Theoretical Computer Science (AREA)
- Civil Engineering (AREA)
- Computer Hardware Design (AREA)
- General Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Mathematical Optimization (AREA)
- Mathematical Analysis (AREA)
- Pure & Applied Mathematics (AREA)
- Evolutionary Computation (AREA)
- Computational Mathematics (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to the technical field of underground continuous wall construction, in particular to a method for reinforcing the groove wall of an underground continuous wall with an internally tangent groove wall, wherein two rows of reinforcing bodies are constructed on two sides of the underground continuous wall, the construction positions of the reinforcing bodies are invaded into the boundary of the underground continuous wall so as to ensure that the reinforcing bodies and the underground continuous wall form the internally tangent, and the construction parameters of the reinforcing bodies are determined by a random forest algorithm; and after the construction of the reinforcing body is finished for a certain time, the construction of the underground continuous wall is carried out. The invention has the advantages that: through the reinforcement of the groove wall of the underground continuous wall with the internally tangent groove wall, the hole collapse risk in the grooving process of the underground continuous wall is reduced, and simultaneously, the chiseling task caused by concrete pouring oversteer and uneven wall surface caused by the traditional externally tangent reinforcement of the groove wall is avoided; the building information can be combined into a BIM family, so that a designer can conveniently and quickly call and calculate construction parameters in the BIM modeling process, and a constructor can conveniently check construction requirements in a BIM system; the construction method is simple and reasonable and is suitable for popularization.
Description
Technical Field
The invention relates to the technical field of underground continuous wall construction, in particular to a method for reinforcing the groove wall of an underground continuous wall with an internally tangent groove wall.
Background
The underground continuous wall is foundation engineering, and on the ground a groove-digging machine is adopted, along the peripheral axis of the deep excavation engineering, under the condition of slurry wall protection, a long and narrow deep groove is excavated, after the groove is cleaned, a steel reinforcement cage is hung in the groove, then underwater concrete is poured by using a conduit method to form a unit groove section, and the above-mentioned steps are carried out section by section, so that a continuous reinforced concrete wall is built underground to be used as a structure for intercepting water, preventing seepage, bearing and retaining water.
The underground continuous wall is mainly used for the enclosure of deep foundation pits in soft soil areas, and the underground continuous wall constructed in the soft soil areas is easy to collapse. At present, three-axis stirring or TRD construction method pile piles are mostly adopted for grooving and reinforcing the underground continuous wall, and the arrangement form is that the interval between the piles is 5-10cm, so that the externally tangent layout is formed. This circumscribed layout has the following advantages: the reinforcing body does not directly contact with the grooving equipment, so that grooving difficulty is avoided, and grooving slurry cannot be formed due to cement degradation; at the same time, however, the circumscribed layout also has the following disadvantages: the soil body between the reinforcement body and the underground continuous wall is easy to fall off, so that concrete is poured to exceed the square; soil between the reinforcing body and the ground wall is not always completely fallen off, so that the poured wall surface is uneven.
Disclosure of Invention
The invention aims to provide a method for reinforcing the slot wall of the underground continuous wall with internally tangent slot walls, which can balance the reinforcing effect, the degradation of the slot-forming slurry and the slot-forming difficulty by adjusting the adding amount of the reinforced solid cement; on the premise of no hole collapse, concrete oversteer of the underground continuous wall is reduced and the surface smoothness of the underground continuous wall is guaranteed.
The purpose of the invention is realized by the following technical scheme:
a method for reinforcing the slot wall of an underground continuous wall with an internally tangent slot wall is characterized in that: the method comprises the following steps: two rows of reinforcing bodies are constructed on two sides of an underground continuous wall, the construction positions of the reinforcing bodies intrude into the boundary of the underground continuous wall so that the reinforcing bodies and the underground continuous wall form an internal contact, and the construction parameters of the reinforcing bodies are determined by a random forest algorithm; and after the construction of the reinforcing body is finished for a certain time, the construction of the underground continuous wall is carried out.
The random forest algorithm for determining the construction parameters of the reinforcing body comprises the following steps: an intrusion amount of the reinforcement body into a boundary of the underground continuous wall, a cement incorporation amount of the reinforcement body, and a thickness of the reinforcement body.
The input parameters of the random forest algorithm comprise soil moisture content, soil non-drainage shear strength, C value and reinforcement depth of the construction position of the underground continuous wall and working parameters of construction equipment of the underground continuous wall.
The hyper-parameters of the random forest algorithm are determined through a loss function, and the loss function is determined by adopting an L2 regular algorithm considering information entropy.
And after the construction of the reinforcing body is finished for a certain time, firstly conducting the guide wall construction of the underground continuous wall, and then conducting the construction of the underground continuous wall.
And merging the random forest algorithms into a BIM family.
The invention has the advantages that: through the reinforcement of the groove wall of the underground continuous wall with the internally tangent groove wall, the hole collapse risk in the grooving process of the underground continuous wall is reduced, and simultaneously, the chiseling task caused by concrete pouring oversteer and uneven wall surface caused by the traditional externally tangent reinforcement of the groove wall is avoided; the building information can be combined into a BIM family, so that a designer can conveniently and quickly call and calculate construction parameters in the BIM modeling process, and a constructor can conveniently check construction requirements in a BIM system; the construction method is simple and reasonable and is suitable for popularization.
Drawings
FIG. 1 is a schematic structural diagram of the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
as shown in fig. 1, the labels 1-2 are respectively expressed as: underground continuous wall 1, reinforcing body 2.
Example (b): in the method for reinforcing the wall of the underground continuous wall internally tangent to the wall of the groove in the embodiment, the balance among the reinforcing effect, the degradation of the slurry for forming the groove and the difficulty in forming the groove is achieved by adjusting the cement mixing amount of the reinforcing body; on the premise of no hole collapse, concrete oversteer of the underground continuous wall is reduced and the surface smoothness of the underground continuous wall is guaranteed.
As shown in fig. 1, the method of the present embodiment includes the following steps:
1) two rows of reinforcing bodies 2 are constructed on two sides of the underground continuous wall by adopting a three-axis stirring or TRD construction method pile device before the guide wall of the underground continuous wall 1 is excavated, and the reinforcing bodies 2 are used for avoiding hole collapse at the construction grooving position of the underground continuous wall 1. The reinforcing body 2 intrudes into the boundary of the underground continuous wall 1, so that the underground continuous wall 1 and the reinforcing body 2 are internally tangent, thereby further improving the stability of the grooving construction of the underground continuous wall 1.
Four parameters of the selected construction equipment for constructing the reinforcing body 2, the thickness of the reinforcing body 2, the cement mixing amount of the reinforcing body 2 and the intrusion amount of the reinforcing body 2 into the underground continuous wall 1 are determined before the construction of the reinforcing body 2, and the four parameters are construction parameters of the reinforcing body 2.
The construction parameters of the reinforcement body 2 are determined by a random forest algorithm. The input parameters of the random forest algorithm comprise the soil moisture content of the construction position of the underground continuous wall 1, the soil non-drainage shear strength, the C value, the reinforcement depth and the working parameters corresponding to the construction equipment model of the underground continuous wall 1. And then, outputting the construction parameters of the reinforcing body 2 by the random forest algorithm according to the input geological condition parameters and the equipment parameters and the accumulated data.
In this embodiment, the random forest algorithm develops machine learning based on the construction data, with the construction parameters as samples, and with the construction effect as a label. The hyper-parameters of the random forest, such as the number of decision trees, the number of layers of the decision trees and the number of leaf node samples, are determined by a loss function. The loss function is determined by adopting an L2 regular algorithm considering the information entropy, and the loss function is continuously reduced by an error reverse propagation algorithm so as to balance the decision quality and the overfitting risk and enable the random forest to achieve the optimal prediction effect. By adopting the random forest algorithm, construction reference can be given by integrating past experience through a statistical method, a finite element calculation method which is difficult to calculate accurately is avoided, the correctness of construction parameters is effectively ensured, and meanwhile, the calculation convenience is improved.
2) And after the construction parameters of the reinforcing bodies 2 are confirmed by the random forest algorithm, lofting of the reinforcing bodies 2 is carried out on two sides of the underground continuous wall 1 according to the construction parameters.
3) And (5) conducting wall construction of the underground continuous wall 1 after 7-14 days of construction of the reinforcing body 2.
4) And subsequently, the wall construction of the underground continuous wall 1 is continuously completed. The construction of the underground continuous wall 1 effectively improves the construction quality under the protection of the reinforcing body 2, and simultaneously reduces the influence on the surrounding environment and the total investment.
In the embodiment, in specific implementation: the random forest algorithm can be combined into a BIM family, so that designers can conveniently and rapidly call and calculate construction parameters in the BIM modeling process, and constructors can conveniently check construction requirements in a BIM system.
Although the conception and the embodiments of the present invention have been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made therein without departing from the scope of the appended claims, and therefore, they are not to be considered repeated herein.
Claims (6)
1. A method for reinforcing the slot wall of an underground continuous wall with an internally tangent slot wall is characterized in that: the method comprises the following steps: two rows of reinforcing bodies are constructed on two sides of an underground continuous wall, the construction positions of the reinforcing bodies intrude into the boundary of the underground continuous wall so that the reinforcing bodies and the underground continuous wall form an internal contact, and the construction parameters of the reinforcing bodies are determined by a random forest algorithm; and after the construction of the reinforcing body is finished for a certain time, the construction of the underground continuous wall is carried out.
2. The method for reinforcing the slot wall of the underground continuous wall internally tangent to the slot wall as claimed in claim 1, wherein: the random forest algorithm for determining the construction parameters of the reinforcing body comprises the following steps: an intrusion amount of the reinforcement body into a boundary of the underground continuous wall, a cement incorporation amount of the reinforcement body, and a thickness of the reinforcement body.
3. The method for reinforcing the slot wall of the underground continuous wall internally tangent to the slot wall as claimed in claim 2, wherein: the input parameters of the random forest algorithm comprise soil moisture content, soil non-drainage shear strength, C value and reinforcement depth of the construction position of the underground continuous wall and working parameters of construction equipment of the underground continuous wall.
4. The method for reinforcing the slot wall of the underground continuous wall internally tangent to the slot wall as claimed in claim 2, wherein: the hyper-parameters of the random forest algorithm are determined through a loss function, and the loss function is determined by adopting an L2 regular algorithm considering information entropy.
5. The method for reinforcing the slot wall of the underground continuous wall internally tangent to the slot wall as claimed in claim 1, wherein: and after the construction of the reinforcing body is finished for a certain time, firstly conducting the guide wall construction of the underground continuous wall, and then conducting the construction of the underground continuous wall.
6. The method for reinforcing the slot wall of the underground continuous wall internally tangent to the slot wall as claimed in claim 1, wherein: and merging the random forest algorithms into a BIM family.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111185416.1A CN113931167A (en) | 2021-10-12 | 2021-10-12 | Method for reinforcing wall of underground continuous wall with inscribed wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111185416.1A CN113931167A (en) | 2021-10-12 | 2021-10-12 | Method for reinforcing wall of underground continuous wall with inscribed wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113931167A true CN113931167A (en) | 2022-01-14 |
Family
ID=79278673
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111185416.1A Pending CN113931167A (en) | 2021-10-12 | 2021-10-12 | Method for reinforcing wall of underground continuous wall with inscribed wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113931167A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11280060A (en) * | 1998-03-31 | 1999-10-12 | Tone Geo Tech Co Ltd | Work execution method for continuous underground wall |
| CN105386458A (en) * | 2015-11-26 | 2016-03-09 | 中铁十一局集团第四工程有限公司 | Method for constructing slot wall of underground diaphragm wall reinforced through embedded type plastic mixing piles |
| CN111305899A (en) * | 2020-02-25 | 2020-06-19 | 大连海事大学 | Method for determining removal length of temporary support for construction of subway station arch cover method |
| CN111794259A (en) * | 2020-08-10 | 2020-10-20 | 中铁二十局集团第一工程有限公司 | Method for preventing underground diaphragm wall from collapsing groove of neighboring existing building of high underground water level area |
-
2021
- 2021-10-12 CN CN202111185416.1A patent/CN113931167A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11280060A (en) * | 1998-03-31 | 1999-10-12 | Tone Geo Tech Co Ltd | Work execution method for continuous underground wall |
| CN105386458A (en) * | 2015-11-26 | 2016-03-09 | 中铁十一局集团第四工程有限公司 | Method for constructing slot wall of underground diaphragm wall reinforced through embedded type plastic mixing piles |
| CN111305899A (en) * | 2020-02-25 | 2020-06-19 | 大连海事大学 | Method for determining removal length of temporary support for construction of subway station arch cover method |
| CN111794259A (en) * | 2020-08-10 | 2020-10-20 | 中铁二十局集团第一工程有限公司 | Method for preventing underground diaphragm wall from collapsing groove of neighboring existing building of high underground water level area |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Ghanizadeh et al. | Developing bearing capacity model for geogrid-reinforced stone columns improved soft clay utilizing MARS-EBS hybrid method | |
| CN105421464B (en) | Small-scale pit earthwork digging method | |
| CN106096203A (en) | A kind of substrate construction method of hinge dam | |
| CN108193642A (en) | A kind of revetment reinforces facility and its construction method | |
| CN108457277A (en) | A kind of a wide range of deep ＆ thick silt excavation construction method | |
| CN103437318A (en) | Method for calculating and predicating post-construction settlement of suspension seawall | |
| Shi et al. | Deformation analysis of deep foundation pit in soft soil area considering space–time effect | |
| CN110593306A (en) | Large-area underground space structure spanning operation subway tunnel and construction method thereof | |
| CN102071689A (en) | Optimized construction method of static pressure pile close to existing tunnel | |
| CN113931167A (en) | Method for reinforcing wall of underground continuous wall with inscribed wall | |
| CN105970975A (en) | Foundation pit supporting construction method adopting basement building | |
| CN203080536U (en) | Foundation pit guard structure | |
| Chen et al. | Investigation into the performance of a covered top-down pit-in-pit deep excavation in Shenzhen soil-rock mixed strata | |
| Peila et al. | Criteria for technical and environmental design of tunnel portals | |
| CN111997044A (en) | Diaphragm wall construction process based on BIM technology | |
| Asthana et al. | Recent advances in dam engineering | |
| CN116776553A (en) | Method and device for controlling deformation of shield construction earth surface based on digital twin | |
| CN117852961B (en) | Pile forming quality control method and system for rock stratum pile forming construction | |
| Vinh et al. | Finite element analysis of a deep excavation adjacent to the Ben Thanh—Suoi Tien metro tunnels | |
| Makararotrit et al. | Cement admixed clay columns as a solution for river wall stability problems: a case study of Pasak river | |
| CN111898283A (en) | Tunnel deformation quantity determining method and device, computer equipment and storage medium | |
| Lou et al. | Investigation of Three‐Dimensional Deformation Behavior due to Long and Large Excavation in Soft Clays | |
| CN115795978B (en) | Prediction method for existing tunnel floating caused by foundation pit excavation considering various influencing factors | |
| CN110219298B (en) | Construction punching cast-in-place pile stratum parameter determination method | |
| Smith et al. | Planning the construction of a deep basement on the site of a previous retained excavation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20220114 |
|
| RJ01 | Rejection of invention patent application after publication |