CN115419049A - Auxiliary grooving structure for diaphragm wall and grooving construction method - Google Patents
Auxiliary grooving structure for diaphragm wall and grooving construction method Download PDFInfo
- Publication number
- CN115419049A CN115419049A CN202211041740.0A CN202211041740A CN115419049A CN 115419049 A CN115419049 A CN 115419049A CN 202211041740 A CN202211041740 A CN 202211041740A CN 115419049 A CN115419049 A CN 115419049A
- Authority
- CN
- China
- Prior art keywords
- vertical
- wall
- grooving
- soil layer
- guide
- 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
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
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
-
- 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
- E02D17/06—Foundation trenches ditches or narrow shafts
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses an auxiliary grooving structure for a diaphragm wall and a grooving construction method, wherein the auxiliary grooving structure for the diaphragm wall comprises two vertical grooving sections with upward notches and intervals, and a guide wall is formed between the two vertical grooving sections; the vertical guide holes are arranged at intervals and have upward orifices; the two notches of the two vertical grooving sections are communicated above the guide wall, the vertical guide holes are distributed on two sides of the guide wall at intervals, the orifices of the vertical guide holes arranged on the same side are communicated with the corresponding vertical grooving sections, and a guard wall is formed between any two adjacent vertical guide holes on the same side. According to the invention, through the guide wall and the vertical guide hole, the verticality of the grooving construction is respectively controlled by the guide wall for the soft soil layer and the vertical guide hole for the rock stratum, the construction quality is improved, and the grooving construction is carried out on the rock stratum by utilizing the vertical guide hole, so that the grooving efficiency of the diaphragm wall is improved.
Description
Technical Field
The invention relates to the technical field of underground diaphragm wall grooving construction, in particular to an auxiliary grooving structure and a grooving construction method for an underground diaphragm wall.
Background
In the related technology, the underground continuous wall is widely applied to an enclosure structure for subway construction, has the characteristics of high work efficiency, short construction period, reliable safety quality and high economic benefit, and is very suitable for urban construction.
However, the conventional underground diaphragm wall grooving structure and method are not suitable for construction in geological layers with soft upper parts and hard lower parts, so that the grooving progress of the underground diaphragm wall is slow, and the construction quality cannot be guaranteed.
Disclosure of Invention
The main purposes of the invention are as follows: the utility model provides an underground diaphragm wall auxiliary grooving structure and grooving construction method, aims at solving the technical problems that the conventional underground diaphragm wall grooving structure and grooving method in the prior art are not suitable for construction in geological layers with soft upper parts and hard lower parts, so that the grooving progress of the underground diaphragm wall is slow, and the construction quality cannot be ensured.
In order to achieve the purpose, the invention adopts the following technical scheme:
in a first aspect, the present invention provides an auxiliary grooving structure for diaphragm wall, comprising:
the soft soil layer, the reserved core soil layer and the rock stratum are sequentially distributed in a laminated manner from top to bottom;
two vertical grooving sections with upward notches and arranged at intervals along the width direction of the underground diaphragm wall are formed between the soft soil layer and the reserved core soil layer, and a guide wall is formed between the two vertical grooving sections; and the number of the first and second groups,
a plurality of vertical guide holes are formed between the reserved core soil layer and the rock stratum, wherein the vertical guide holes are upward in hole opening and are arranged at intervals along the width direction of the underground diaphragm wall;
the two notches of the two vertical grooving sections are communicated above the guide wall, the vertical guide holes are distributed on two sides of the guide wall at intervals, the orifices of the vertical guide holes arranged on the same side are communicated with the corresponding vertical grooving sections, and a guard wall is formed between any two adjacent vertical guide holes on the same side.
Optionally, in the above auxiliary trench forming structure for diaphragm walls, the thickness of the reserved core soil layer is greater than or equal to 3m.
Optionally, in the above auxiliary trench forming structure for diaphragm walls, the hardness of the rock stratum is greater than the hardness of the soft soil layer and the reserved core soil layer.
Optionally, in the above auxiliary trench forming structure for diaphragm wall, the hardness of the reserved core soil layer is the same as that of the soft soil layer.
Optionally, in the above auxiliary trench forming structure for a diaphragm wall, a mud layer is filled in the vertical trench forming section and the vertical guide hole.
Optionally, in the above auxiliary trench forming structure for diaphragm walls, the depth of the vertical trench forming section is greater than or equal to 3m.
Optionally, in the above auxiliary groove forming structure for the diaphragm wall, a bottom elevation line is provided in the rock stratum, the bottom end of the vertical guide hole extends to a position below the bottom elevation line, and a difference between the bottom elevation line and the bottom elevation line is a, where a is greater than or equal to 20cm.
In a second aspect, the present invention provides a grooving construction method for the above-mentioned auxiliary grooving structure for diaphragm wall, the grooving construction method including the steps of:
grabbing the soft soil layer to the top of the reserved core soil layer to form two vertical grooving sections and the guide wall, wherein the guide wall separates the two vertical grooving sections;
respectively rotating the vertical grooved sections to the rock stratum along the guide walls from the top of the reserved core soil layer downwards to form a plurality of vertical guide holes and a plurality of protective walls;
milling the vertical grooving section along the guide wall and grabbing the guide wall;
and milling grooves on the rock stratum along the vertical guide hole and grabbing the retaining wall to finish groove forming construction.
Optionally, in the grooving construction method, before the step of forming the vertical guide hole by rotating the guide wall along the guide wall to the rock stratum at the top of the reserved core soil layer in the vertical grooving section, the method further includes:
grabbing the guide wall downwards from the top of the guide wall, and reducing the height of the guide wall by at least 3m so that the two notches of the two vertical grooving sections are communicated above the guide wall;
and (3) pouring slurry into the two vertical groove forming sections.
Optionally, in the grooving construction method, before the step of milling the groove on the vertical grooving section along the guide wall and grabbing the guide wall, the method further includes:
and grouting mud into the plurality of vertical guide holes.
One or more technical solutions provided by the present invention may have the following advantages or at least achieve the following technical effects:
according to the auxiliary grooving structure and the grooving construction method for the diaphragm wall, provided by the invention, the perpendicularity of grooving construction is respectively controlled by the guide wall for the soft soil layer and the vertical guide hole for the rock stratum through the guide wall and the vertical guide hole, so that the perpendicularity of the groove wall of the grooving is improved, the construction quality is improved, and the vertical guide hole is arranged on the rock stratum, so that the grooving construction is carried out on the rock stratum by utilizing the vertical guide hole, the slow grooving progress of the diaphragm wall caused by difficult grooving of the rock stratum is prevented, the grooving efficiency of the diaphragm wall is improved, and the diaphragm wall is more suitable for grooving construction in geological layers which are soft at the top and hard at the bottom.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is also possible for those skilled in the art to obtain other drawings based on the provided drawings without creative efforts.
FIG. 1 is a schematic view of the overall structure of the auxiliary grooving structure for diaphragm wall according to the present invention;
FIG. 2 is a schematic diagram of the distribution structure of the soft soil layer, the reserved core soil layer and the rock stratum of the auxiliary trenching structure of the diaphragm wall of the invention;
FIG. 3 is a schematic view of the auxiliary grooving structure of the diaphragm wall according to the present invention;
FIG. 4 is a schematic diagram of the grooving process of the auxiliary wall grooving structure according to the present invention;
FIG. 5 is a schematic flow chart of the trenching construction method of the present invention.
| Reference numerals | Name (R) | Reference numerals | Name (R) |
| 100 | |
200 | Reserved |
| 300 | |
400 | |
| 500 | |
600 | |
| 700 | Protective wall | 800 | |
| 900 | Double washing wheel |
The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying 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.
It should be noted that, in the embodiment of the present invention, all the directional indicators (such as upper, lower, left, right, front, and rear … …) are only used to explain the relative positional relationship between the components, the movement, and the like in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indicator is changed accordingly.
In the present invention, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or system that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or system. Without further limitation, an element defined by the phrase "comprising … …" does not exclude the presence of another like element in a process, method, article, or system that comprises the element. In addition, the meaning of "and/or" appearing throughout includes three juxtapositions, exemplified by "A and/or B" including either A or B or both A and B.
In the present invention, unless expressly stated or limited otherwise, the terms "connected," "secured," and the like are to be construed broadly, and for example, "connected" may be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium; either internally or in interactive relation.
In the present invention, if there is a description referring to "first", "second", etc., the description of "first", "second", etc. is for descriptive purposes only and is not to be construed as indicating or implying relative importance or implicit indication of the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature.
In the present invention, suffixes such as "mechanism", "assembly", or "part" used for denoting elements are used only for facilitating the description of the present invention, and have no specific meaning in themselves. Thus, "mechanism", "assembly" or "component" may be used mixedly.
The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations. In addition, the technical solutions of the respective embodiments may be combined with each other, but based on the realization of the technical solutions by those skilled in the art, when the technical solutions are contradictory or cannot be realized, such a combination of the technical solutions should be considered to be absent and not to be within the protection scope of the present invention.
The inventive concept of the present invention will be further elucidated below in connection with some embodiments.
The invention provides an auxiliary grooving structure for a diaphragm wall and a grooving construction method.
Referring to fig. 1 and 2, fig. 1 is a schematic view of an overall structure of an auxiliary trenching structure of an underground diaphragm wall of the present invention, and fig. 2 is a schematic view of a distribution structure of a soft soil layer 100, a reserved core soil layer 200 and a rock stratum 300 of the auxiliary trenching structure of the underground diaphragm wall of the present invention.
In one embodiment of the present invention, as shown in fig. 1 and 2, the auxiliary trench structure for diaphragm wall includes: the soft soil layer 100, the reserved core soil layer 200 and the rock stratum 300 are sequentially distributed in a stacked mode from top to bottom; two vertical groove forming sections 400 with upward notches and arranged at intervals along the width direction of the underground diaphragm wall are formed between the soft soil layer 100 and the reserved core soil layer 200, and a guide wall 500 is formed between the two vertical groove forming sections 400; a plurality of vertical guide holes 600 with upward orifices and arranged at intervals along the width direction of the diaphragm wall are formed between the reserved core soil layer 200 and the rock stratum 300; wherein, two notches of two vertical grooving sections 400 are communicated above the guide wall 500, the vertical guide holes 600 are distributed at intervals on two sides of the guide wall 500, the orifices of the vertical guide holes 600 arranged on the same side are communicated with the corresponding vertical grooving sections 400, and a retaining wall 700 is formed between any two adjacent vertical guide holes 600 on the same side.
For ease of understanding, a specific embodiment is shown below:
the ascending vertical grooving section 400 of two notches of surface along the width direction interval formation of ground wall at soft soil layer 100, be formed with guide wall 500 between two vertical grooving sections 400, the top of guide wall 500 flushes with the notch of vertical grooving section 400, utilizes guide wall 500 to carry out the milling flutes to vertical grooving section 400 to ensure the straightness that hangs down and the roughness of vertical grooving section 400 groove lateral wall, promote construction quality.
The part of the soft soil layer 100, which does not form the vertical guide groove, is reserved with a core soil layer 200, the reserved core soil layer 200 is positioned between the rock stratum 300 and the vertical grooving section 400, in order to facilitate grooving construction of the rock stratum 300, a plurality of vertical guide holes 600 are formed at intervals along the width direction of the underground diaphragm wall from the top surface of the reserved core soil layer 200, namely the bottom end of the vertical grooving section 400, downwards along the guide wall 500 at two sides of the guide wall 500, respectively, before grooving construction of the rock stratum 300, a plurality of vertical guide holes 600 arranged at intervals are formed in the rock stratum 300 in advance, the verticality of the vertical guide holes 600 is the same as the verticality of the guide wall 500, and a protective wall 700 is formed between any two adjacent vertical guide holes 600 positioned on the same side.
The grooving construction of the diaphragm wall is carried out on the rock stratum 300 along the retaining wall 700, because the vertical guide hole 600 separates the rock stratum 300 into a plurality of rock pillars with gaps between, namely the vertical guide hole 600, the grooving construction is more convenient, the grooving construction is carried out on the rock stratum 300 along the vertical guide hole 600, the verticality and the flatness of the grooving of the rock stratum 300 are ensured, the grooving quality of the whole diaphragm wall grooving is ensured, and the grooving construction efficiency of the diaphragm wall is improved.
According to the technical scheme, the verticality of grooving construction is respectively controlled by the guide wall 500 and the vertical guide hole 600 on the soft soil layer 100 and the vertical guide hole 600 on the rock stratum 300 through the guide wall 500 and the vertical guide hole 600, the perpendicularity of the groove wall of the grooving is improved, the construction quality is improved, the vertical guide hole 600 is arranged on the rock stratum 300, and grooving construction is carried out on the rock stratum 300 through the vertical guide hole 600, so that the problem that the grooving progress of the diaphragm wall is slow due to the fact that the rock stratum 300 is difficult to form the groove is solved, the grooving efficiency of the diaphragm wall is improved, and the diaphragm wall is more suitable for grooving construction in geological layers which are soft at the top and hard at the bottom.
In one embodiment, in order to prevent the two vertical trenching sections 400 from collapsing, the thickness of the reserved core soil layer 200 is greater than or equal to 3m, so as to ensure the connection depth of the guide wall 500 and the reserved core soil layer 200, and to improve the structural stability of the guide wall 500.
In one embodiment, after the groove forming construction of the diaphragm wall is completed, the groove bottom of the groove is embedded in the rock layer 300, and in order to ensure the structural strength of the diaphragm wall groove, the hardness of the rock layer 300 is greater than the hardness of the soft soil layer 100 and the reserved core soil layer 200.
In an embodiment, in order to ensure the structural stability of the guide wall 500 itself, facilitate construction, and improve construction efficiency, the reserved core soil layer 200 may be a part of the soft soil layer 100, or the hardness of the reserved core soil layer 200 is the same as that of the soft soil layer 100.
In one embodiment, to prevent the soil wall from collapsing, suppress the groundwater pressure, resist the soil pressure, reduce the water permeability of the tank wall, form a mud skin (protective film) suspension fine particle on the tank wall, reduce the sink and knock at the tank bottom, and improve the concrete tamping quality, the vertical channeling section 400 and the vertical guiding hole 600 are filled with a mud layer, under the condition of the hydrostatic pressure of the mud liquid level (the mud level is higher than the groundwater level), the moisture in the mud can permeate into the soil particles of the tank wall, and the bentonite particles can be deposited on the surface of the tank wall, so that the mud skin is formed on the tank wall, the tank wall is protected, and under the condition of the hydrostatic pressure, the water pressure and the soil pressure in the tank are overcome, and the tank wall is kept stable and does not collapse.
In one embodiment, to ensure the structural strength of the diaphragm wall grooving itself and improve the overall engineering quality, the depth of the vertical grooving section 400 is greater than or equal to 3m, i.e., the depth of the grooving section is at least 3m.
In one embodiment, in order to ensure the depth of the bottom of the groove embedded into the rock stratum 300 and the self-structural strength of the diaphragm wall grooving, so that the diaphragm wall grooving is more stable, a bottom elevation line 800 is arranged in the rock stratum 300, the bottom end of the vertical guide hole 600 extends to the position below the bottom elevation line 800, the difference between the bottom end of the vertical guide hole 600 and the bottom elevation line 800 is A, A is not less than 20cm, and the bottom end of the vertical guide hole 600 at least exceeds the bottom elevation line 80020cm.
In addition, the invention also provides a grooving construction method.
With continuing reference to fig. 1 and fig. 2, and with reference to fig. 3, fig. 4 and fig. 5, fig. 3 is a schematic view of a usage state of the auxiliary trench forming structure for diaphragm wall of the present invention, fig. 4 is a schematic view of a trench forming state of the auxiliary trench forming structure for diaphragm wall of the present invention, and fig. 5 is a schematic view of a flow of the trench forming construction method of the present invention.
In an embodiment of the present invention, as shown in fig. 3, 4 and 5, the grooving method is used for the above-mentioned auxiliary grooving structure for diaphragm wall, and the grooving method includes the steps of:
s100: grabbing the soft soil layer 100 to the top of the reserved core soil layer 200 to form two vertical grooved sections 400 and a guide wall 500, wherein the guide wall 500 separates the two vertical grooved sections 400;
s200: respectively in the vertical grooving sections 400, rotating downwards to the rock stratum 300 from the top of the reserved core soil layer 200 along the guide walls 500 to form a plurality of vertical guide holes 600 and a plurality of protective walls 700;
s300: milling the vertical grooving section 400 along the guide wall 500 and grabbing the guide wall 500;
s400: and (4) milling grooves on the rock stratum 300 along the vertical guide holes 600 and grabbing the retaining wall 700 to finish the groove forming construction.
For ease of understanding, a specific embodiment is shown below:
the trench forming of the diaphragm wall adopts a three-grab method for construction:
a100: respectively performing first grabbing construction and second grabbing construction on the top of the soft soil layer 100 downwards along the width direction of the diaphragm wall, grabbing to a distance of 3m from a rock sideline and stopping to form two vertical groove forming sections 400 and a guide wall 500 between the two vertical groove forming sections 400, and ensuring the perpendicularity of a rotary drilling guide hole by using the guide wall 500 as a rotary drilling guide hole protection wall 700;
a200: performing third grabbing construction on the guide wall 500, grabbing downwards from the guide wall surface by 3m to ensure that the notches of the two vertical grooving sections 400 are communicated above the guide wall 500, and ensuring that the remaining guide wall 500 is used as a guide part for double-wheel milling grooving to ensure the verticality of the double-wheel washing 900 during construction operation;
a300: after the rotary drilling guide hole forms a vertical guide hole 600, a grooving machine is used for grabbing the rotary drilling guide hole protecting wall 700 along the vertical guide hole 600, and then double-wheel milling grooving is replaced;
b100: after grooving is completed at the first grabbing construction position and the second grabbing construction position by the double-wheel milling machine, the guide wall 500 reserved for grooving by the double-wheel milling machine in the third grabbing construction is grabbed completely by the grooving machine, and then the double-wheel milling machine is replaced until grooving is completed.
Compared with the prior grooving technology, the grooving technology is constructed in a mode of combining a grooving machine, a rotary drilling rig and a double-wheel milling, the guide wall 500 controls the rotary drilling verticality, the grooving progress of the diaphragm wall in the upper soft and lower hard stratum is accelerated, meanwhile, the verticality of the grooving is better controlled by the guide wall 500, and the risks that the grooving construction progress of the diaphragm wall in the upper soft and lower hard special stratum is slow and the quality is difficult to control are effectively avoided.
In this embodiment, in the vertical grooving section 400, the step of forming the vertical guiding hole 600 by rotating the top of the reserved core soil layer 200 along the guiding wall 500 to the rock stratum 300 downwards further includes:
e100: grabbing the guide wall 500 downward from the top of the guide wall to reduce the height of the guide wall 500 by at least 3m, so that the two notches of the two vertical grooving sections 400 are communicated above the guide wall 500;
e200: slurry is poured into the two vertical slotted sections 400.
In order to prevent the soil wall from collapsing, inhibit the underground water pressure, resist the soil pressure, reduce the water permeability of the tank wall, form a mud skin (protective film) suspension fine particle on the tank wall, reduce the sink and knock at the tank bottom, improve the concrete pouring quality, and pour the slurry into the vertical trenching sections 400, so that the slurry is filled into the two vertical trenching sections 400 at the same time.
In this embodiment, before the steps of milling the vertical grooving section 400 along the guide wall 500 and grabbing the guide wall 500, the method further comprises:
f100: the plurality of vertical guide holes 600 are filled with slurry.
Under the condition of hydrostatic pressure of the slurry surface (the slurry surface is higher than the underground water surface), water in the slurry can permeate into soil particles on the wall of the tank, and bentonite particles can deposit on the surface of the tank wall, so that the tank wall forms a mud skin, the tank wall is protected, and under the condition of hydrostatic pressure, the water pressure and the soil pressure in the tank are overcome, and the tank wall is kept stable and does not collapse.
It can be understood that, the concrete structure of the auxiliary grooving structure for diaphragm walls refers to the above embodiments, and since the grooving construction method adopts all the technical solutions of all the above embodiments, at least all the beneficial effects brought by the technical solutions of the above embodiments are achieved, and no further description is given here.
It should be noted that the above-mentioned numbers of the embodiments of the present invention are only for description, and do not represent the merits of the embodiments. The above embodiments are only alternative embodiments of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes performed by the present specification and drawings, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (10)
1. The utility model provides a supplementary grooving structure of diaphragm wall which characterized in that includes:
the soft soil layer, the reserved core soil layer and the rock stratum are sequentially distributed in a laminated manner from top to bottom;
two vertical grooving sections with upward notches and arranged at intervals along the width direction of the underground diaphragm wall are formed between the soft soil layer and the reserved core soil layer, and a guide wall is formed between the two vertical grooving sections; and the number of the first and second groups,
a plurality of vertical guide holes with upward orifices and arranged at intervals along the width direction of the underground diaphragm wall are formed between the reserved core soil layer and the rock stratum;
the two notches of the two vertical grooving sections are communicated above the guide wall, the vertical guide holes are distributed on two sides of the guide wall at intervals, the orifices of the vertical guide holes arranged on the same side are communicated with the corresponding vertical grooving sections, and a guard wall is formed between any two adjacent vertical guide holes on the same side.
2. The underground diaphragm wall auxiliary trenching structure as claimed in claim 1, wherein the thickness of the reserved core soil layer is greater than or equal to 3m.
3. The diaphragm wall auxiliary trenching structure as claimed in claim 1 or 2, wherein the hardness of the rock stratum is greater than the hardness of the soft soil layer and the reserved core soil layer.
4. The diaphragm wall auxiliary trenching structure as claimed in claim 1 or 2, wherein the hardness of the reserved core soil layer is the same as that of the soft soil layer.
5. The auxiliary grooving structure for the diaphragm wall according to claim 1 or 2, wherein the vertical grooving section and the vertical guide hole are filled with a mud layer.
6. An auxiliary wall-connecting trenching structure as claimed in claim 1 or 2 wherein the depth of said vertical trenching section is greater than or equal to 3m.
7. The auxiliary grooving structure for the diaphragm wall according to claim 1 or 2, wherein a bottom elevation line is arranged in the rock stratum, the bottom end of the vertical guide hole extends to the position below the bottom elevation line, the difference between the bottom elevation line and the bottom elevation line is A, and A is larger than or equal to 20cm.
8. A trenching construction method for a diaphragm wall sub-trenching structure as defined in any of claims 1 to 7, said trenching construction method comprising the steps of:
grabbing the soft soil layer to the top of the reserved core soil layer to form two vertical trenching sections and the guide wall, wherein the guide wall separates the two vertical trenching sections;
respectively rotating the vertical grooved sections to the rock stratum along the guide walls from the top of the reserved core soil layer downwards to form a plurality of vertical guide holes and a plurality of protective walls;
milling the vertical grooving section along the guide wall and grabbing the guide wall;
and milling grooves in the rock stratum along the vertical guide holes and grabbing the retaining wall to complete groove forming construction.
9. The trenching construction method of claim 8, wherein before the step of forming the vertical guide hole by rotary drilling along the guide wall at the top of the reserved core soil layer down to the rock layer in the vertical trenching section, further comprising:
grabbing the guide wall downwards from the top of the guide wall, and reducing the height of the guide wall by at least 3m so as to enable the two notches of the two vertical grooved sections to be communicated above the guide wall;
and grouting slurry into the two vertical groove forming sections.
10. The trenching construction method of claim 8 wherein prior to the steps of routing the vertical trenched section along the guide wall and grabbing the guide wall, further comprising:
and grouting mud into the plurality of vertical guide holes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211041740.0A CN115419049A (en) | 2022-08-29 | 2022-08-29 | Auxiliary grooving structure for diaphragm wall and grooving construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211041740.0A CN115419049A (en) | 2022-08-29 | 2022-08-29 | Auxiliary grooving structure for diaphragm wall and grooving construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115419049A true CN115419049A (en) | 2022-12-02 |
Family
ID=84199725
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211041740.0A Pending CN115419049A (en) | 2022-08-29 | 2022-08-29 | Auxiliary grooving structure for diaphragm wall and grooving construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115419049A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101289853A (en) * | 2008-05-20 | 2008-10-22 | 上海市第二建筑有限公司 | Construction method of continuous wall trench underground on soft soil region |
| CN103774690A (en) * | 2012-10-19 | 2014-05-07 | 上海建工集团股份有限公司 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
| CN109098170A (en) * | 2018-09-13 | 2018-12-28 | 深圳市工勘岩土集团有限公司 | Diaphram wall enters the comprehensive construction method of hard rock grooving |
| CN109138023A (en) * | 2018-08-21 | 2019-01-04 | 中铁二局集团有限公司 | A kind of continuous wall trench underground method under complex geological condition |
| CN112195994A (en) * | 2020-10-16 | 2021-01-08 | 中建四局土木工程有限公司 | Double-wheel milling anti-caking method for grooving of underground diaphragm wall |
-
2022
- 2022-08-29 CN CN202211041740.0A patent/CN115419049A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101289853A (en) * | 2008-05-20 | 2008-10-22 | 上海市第二建筑有限公司 | Construction method of continuous wall trench underground on soft soil region |
| CN103774690A (en) * | 2012-10-19 | 2014-05-07 | 上海建工集团股份有限公司 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
| CN109138023A (en) * | 2018-08-21 | 2019-01-04 | 中铁二局集团有限公司 | A kind of continuous wall trench underground method under complex geological condition |
| CN109098170A (en) * | 2018-09-13 | 2018-12-28 | 深圳市工勘岩土集团有限公司 | Diaphram wall enters the comprehensive construction method of hard rock grooving |
| CN112195994A (en) * | 2020-10-16 | 2021-01-08 | 中建四局土木工程有限公司 | Double-wheel milling anti-caking method for grooving of underground diaphragm wall |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107119691A (en) | One kind is applied to the square deep basal pit of the high pressure-bearing of rich water sand gravel layer and its excavation method | |
| CN106869110A (en) | The construction method of underground continuous wall of existing underground structure | |
| KR101216716B1 (en) | Diaphragm wall and this construction technique | |
| CN105507335A (en) | Steel sheet pile cofferdam pit bottom sealing structure and construction method | |
| CN105178327A (en) | Composite retaining structure of foundation pit project and construction method thereof | |
| CN101614019A (en) | The multilayer underground structure next to existing building self-supporting construction method | |
| CN110984132B (en) | Construction method for grooving underground diaphragm wall under complex geological condition | |
| CN107653878A (en) | Cast-in-situ bored pile is reusable to be longitudinally separated formula steel pile casting construction | |
| WO2020032453A1 (en) | Multi-wall construction supporting piles used in construction of ports, rivers, dams, and concrete buildings that can prevent inflow of soil and water, and multi-wall construction method using same supporting piles | |
| CN102561387A (en) | Reverse construction method of underground core-tube diaphragm wall | |
| CN204940298U (en) | A kind of Composite Enclosure Structure of base pit engineering | |
| CN115419049A (en) | Auxiliary grooving structure for diaphragm wall and grooving construction method | |
| CN105696701B (en) | A kind of suitable slope shear wall building development platform and its construction method | |
| CN101748735A (en) | Foundation ditch excavation method for reducing pile deflection in soft soil area | |
| CN206956731U (en) | One kind is applied to the square deep basal pit of the high pressure-bearing of rich water sand gravel layer | |
| CN111851515B (en) | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof | |
| CN216108526U (en) | Underground continuous wall structure for foundation pit support | |
| CN215211057U (en) | H-shaped steel structure for lap joint of underground continuous walls with different thicknesses | |
| CN211256877U (en) | Hydraulic engineering cut-off wall | |
| CN113202158A (en) | Rapid construction method for underground diaphragm wall in complex stratum | |
| CN218716540U (en) | Deepwater cofferdam lead hole slotting primary-secondary pile casing device | |
| CN117722192A (en) | Shield working well construction method and working well | |
| CN109610508B (en) | Pipe gallery construction method for penetrating built pipe gallery and support replacing structure thereof | |
| CN217419376U (en) | Protection device for existing bridge abutment structure | |
| CN214832582U (en) | Underground continuous wall is at punching lamination construction pre-reinforcement 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 |