CN113914299A - Construction method of underground diaphragm wall penetrating through foundation pit pipeline - Google Patents
Construction method of underground diaphragm wall penetrating through foundation pit pipeline Download PDFInfo
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- CN113914299A CN113914299A CN202111368375.XA CN202111368375A CN113914299A CN 113914299 A CN113914299 A CN 113914299A CN 202111368375 A CN202111368375 A CN 202111368375A CN 113914299 A CN113914299 A CN 113914299A
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 15
- 230000002787 reinforcement Effects 0.000 claims abstract description 39
- 238000009412 basement excavation Methods 0.000 claims abstract description 19
- 239000002689 soil Substances 0.000 claims abstract description 19
- 239000000945 filler Substances 0.000 claims abstract description 18
- 238000000034 method Methods 0.000 claims abstract description 13
- 239000000463 material Substances 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 230000004888 barrier function Effects 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- 239000004927 clay Substances 0.000 claims description 8
- 239000006260 foam Substances 0.000 claims description 4
- 239000004746 geotextile Substances 0.000 claims description 4
- 238000005192 partition Methods 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 4
- 230000000694 effects Effects 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000003139 buffering effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 238000013519 translation Methods 0.000 description 1
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Classifications
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- 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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F3/00—Dredgers; Soil-shifting machines
- E02F3/04—Dredgers; Soil-shifting machines mechanically-driven
- E02F3/28—Dredgers; Soil-shifting machines mechanically-driven with digging tools mounted on a dipper- or bucket-arm, i.e. there is either one arm or a pair of arms, e.g. dippers, buckets
- E02F3/36—Component parts
- E02F3/40—Dippers; Buckets ; Grab devices, e.g. manufacturing processes for buckets, form, geometry or material of buckets
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F9/00—Component parts of dredgers or soil-shifting machines, not restricted to one of the kinds covered by groups E02F3/00 - E02F7/00
- E02F9/28—Small metalwork for digging elements, e.g. teeth scraper bits
- E02F9/2808—Teeth
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/06—Accessories therefor, e.g. anchors
- F16L1/11—Accessories therefor, e.g. anchors for the detection or protection of pipes in the ground
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to the technical field of tunnels and underground engineering, in particular to a construction method of an underground diaphragm wall penetrating through a foundation pit pipeline, which comprises the following steps: lofting identifies the direction, burying depth and width of the pipeline; excavating to be completely exposed according to the lofting result; the exposed pipeline is integrally covered with an annular baffle piece, and a filler is arranged between the annular baffle piece and the pipeline; pouring two guide walls along the excavation direction of the continuous wall, and forming a continuous wall groove excavation space between the two guide walls; excavating soil bodies on two sides of the pipeline and soil bodies below the pipeline by the grab bucket to form a continuous wall groove; and respectively placing reinforcement cages in the continuous wall grooves on the two sides of the pipeline, and pouring concrete to form the continuous wall. The pipeline is wrapped by the annular baffle piece and the flexible filler, so that the safety of the pipeline is ensured, the pipeline does not need to be suspended or changed in the construction process, the construction is simple and convenient, and the efficiency is higher.
Description
Technical Field
The invention relates to the technical field of tunnels and underground engineering, in particular to a construction method of an underground diaphragm wall penetrating through a foundation pit pipeline.
Background
With the rapid development of urban construction in China, subway construction becomes an effective way for solving urban traffic tension, and underground continuous walls are widely applied to subway station engineering. The subway station is built in urban district often can meet a large amount of municipal pipelines, generally adopts and suspends the protection in midair, suspends the protection in midair and need rely on current building element, when can't suspend in midair the pipeline, often moves the pipeline and changes outside the job site, moves again after the construction and changes back. The construction mode is not only low in efficiency, but also easy to cause pipeline damage in the moving and modifying process.
Therefore, a technical scheme is needed at present to solve the technical problems that the pipeline of the foundation pit is suspended or moved and modified, the construction efficiency is low, and the pipeline is easy to damage during the construction of the underground diaphragm wall.
Disclosure of Invention
The invention aims to: aiming at the technical problems that when the existing underground continuous wall is constructed, the pipeline of a foundation pit is suspended or moved, the construction efficiency is low, and the pipeline is easy to damage, the construction method of the underground continuous wall penetrating through the pipeline of the foundation pit is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a construction method of an underground continuous wall penetrating through a foundation pit pipeline comprises the following steps:
s1, measurement lofting: lofting identifies the direction, burying depth and width of the pipeline;
s2, pipeline excavation: excavating until the pipeline at the corresponding position of the continuous wall is completely exposed according to the lofting result;
s3, wrapping the pipeline: the exposed pipeline is integrally coated with an annular baffle piece, and a filler is arranged between the annular baffle piece and the pipeline and is made of a flexible material;
s4, construction of a guide wall: pouring two guide walls along the excavation direction of the continuous wall, and forming a continuous wall groove excavation space between the two guide walls;
s5, excavating the continuous wall groove: excavating soil bodies on two sides of the pipeline by adopting a grab bucket, then installing grab teeth on the side wall of the grab bucket, moving the grab teeth to the lower part of the pipeline, and removing the soil body below the pipeline to form a continuous wall groove;
s6, casting and forming: and respectively placing reinforcement cages in the continuous wall grooves on the two sides of the pipeline, and pouring concrete to form the continuous wall.
The invention relates to a construction method of an underground continuous wall penetrating through a foundation pit pipeline, which comprises the steps of digging out the pipeline before digging a continuous wall groove, wrapping the pipeline through an annular partition piece, arranging a filler made of flexible materials between the pipeline and the annular partition piece, protecting the pipeline, then pouring guide walls along two sides of the continuous wall groove, probing a grab bucket between the guide walls to dig the continuous wall groove, digging soil body right below the pipeline through grab teeth on the side wall of the grab bucket, and finally installing a reinforcement cage in the continuous wall groove and pouring concrete to realize the forming of the continuous wall.
In the preferred embodiment of the present invention, in step S2, an excavator is first used to excavate the pipeline to a position above the pipeline and at a distance h from the upper end surface of the pipeline, where h is equal to or greater than 30cm and equal to or less than 50cm, and then the pipeline is excavated by manual excavation. The excavator has the advantages that the excavating radian and the excavating depth are large, damage to pipelines is easily caused, a man-machine cooperation excavating mode is adopted, the pipelines are protected, and the probability of pipeline damage is reduced.
As a preferable aspect of the present invention, the annular barrier member includes at least two baffle plates, and all the baffle plates surround to form the annular barrier member. The annular baffle piece formed by enclosing the two baffles can enclose the pipe line bundle from the side wall of the pipe line bundle, so that the pipe line can be placed into the annular baffle piece under the condition of not cutting off the pipe line.
As a preferable scheme of the invention, the number of the baffles is four, and four baffles surround to form a rectangular tubular structure. As the pipelines are generally stacked and have rectangular sections, the annular baffle piece is arranged into a rectangular tube shape matched with the pipeline bundle, so that the periphery of the pipelines is uniformly sheltered, the filler is conveniently stuffed into the periphery of the pipelines, and the protection effect on the pipelines is enhanced.
As a preferable scheme of the invention, the baffle plate is a steel structural member, the thickness of the baffle plate is delta, and delta is more than or equal to 1.5cm and less than or equal to 2.5 cm. Make the baffle possess sufficient intensity, can completely cut off external concrete and enter into inside the annular separates shelves spare, isolated external pressure has played the guard action to the pipeline simultaneously, and the baffle of steel material is convenient for weld simultaneously.
As a preferable scheme of the invention, the distance between the inner wall of the annular barrier piece and the pipeline is d, and d is more than or equal to 8cm and less than or equal to 12 cm. d is more than or equal to 8cm, so that enough space is reserved between the annular baffle piece and the pipeline for installing the filler, and the external pressure is buffered, so that the pipeline is protected, and d is less than or equal to 12cm, so that the structural stability of the annular baffle piece is ensured, the size of the annular baffle piece is reduced, and the structural stability of the diaphragm wall is prevented from being influenced by the pipeline.
As a preferable scheme of the invention, the filler adopts a foam board or geotextile. The foam board and the geotextile are both flexible materials, can play a good buffering role, and belong to common materials for construction sites, so that the foam board and the geotextile are easy to find.
In the preferred embodiment of the present invention, in step S5, the soil below the pipeline is removed from both sides of the pipeline by the grapple teeth of the grapple, so that the soil is removed at least twice. The depth of translation of the gripping tooth into the lower portion of the pipeline is reduced, namely the transverse length of the gripping tooth is reduced, so that the strength requirement of the gripping tooth is reduced, and optimally, the transverse length of the gripping tooth can be set to 1/2 of the width of the pipeline bundle, so that the transverse length of the gripping tooth can be reduced to the maximum extent.
As a preferable scheme of the present invention, in the step S6, a notch is formed at a side of the reinforcement cage close to the pipeline, and after the reinforcement cage is lowered into the continuous wall groove, the reinforcement cage is translated toward the pipeline side, so that the annular blocking member is inserted into the notch of the reinforcement cage. Through set up on steel reinforcement cage with the breach of annular partition piece adaptation, make steel reinforcement cage can translate to the pipeline below to make steel reinforcement cage can support the pipeline below, carry out concrete placement, improve continuous wall's shaping intensity.
As a preferred scheme of the invention, after the reinforcement cage is translated in the continuous wall slot, a gap is formed between the reinforcement cage and the side wall of the continuous wall slot, and the gap is filled with clay before concrete is poured in the reinforcement cage. Filling clay between the end sealing plate of diaphragm wall groove lateral wall and steel reinforcement cage, avoiding pouring in-process concrete leakage to enter into the clearance, one section construction makes under the diaphragm wall in addition, and the clay accessible digs the machine and digs out again, does not influence subsequent concrete placement construction, improves the bulk strength of diaphragm wall.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the pipeline is wrapped by the annular baffle piece and the flexible filler, and then the continuous wall construction is carried out, so that the safety of the pipeline is ensured;
2. the pipeline does not need to be suspended or changed in the construction process, the construction is simple and convenient, and the efficiency is higher;
3. soil body below the pipeline is excavated by the grabbing teeth on the side wall of the grab bucket, so that concrete can be poured in the whole continuous wall groove under the condition that the pipeline is not changed, and the forming strength of the continuous wall is ensured.
Drawings
FIG. 1 is a flow chart of a method of constructing an underground diaphragm wall through a foundation pit pipeline according to the present invention;
FIG. 2 is a schematic view of the pipeline excavation according to the present invention;
FIG. 3 is a schematic representation of the construction of a pipeline package according to the present invention;
FIG. 4 is a schematic cross-sectional view of a construction guide wall according to the present invention;
FIG. 5 is a top view of the construction guide wall according to the present invention;
FIG. 6 is a schematic view showing the construction of the soil body for excavating the left side of the continuous wall trench according to the present invention;
FIG. 7 is a schematic view illustrating the construction of the soil body on the right side of the excavated diaphragm wall trench according to the present invention;
FIG. 8 is a schematic view of the construction of the soil mass on the left side below the excavation line of the present invention;
FIG. 9 is a schematic view of the construction of the soil mass on the right below the excavation pipeline of the present invention;
FIG. 10 is an enlarged view at A in FIG. 9;
FIG. 11 is a schematic construction view of a continuous wall groove for lowering a reinforcement cage according to the present invention;
FIG. 12 is a schematic view of the translational construction of the reinforcement cage in the groove of the continuous wall according to the present invention;
the labels in the figure are: 1-pipeline, 2-annular baffle piece, 3-filler, 4-guide wall, 5-continuous wall groove, 51-gap, 6-grab bucket, 61-grab tooth, 7-reinforcement cage, 71-gap and 72-head plate.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
As shown in fig. 1, fig. 2, fig. 3, fig. 4, fig. 5, fig. 6, fig. 7, fig. 8, fig. 9, fig. 10, fig. 11, and fig. 12, the method for constructing an underground diaphragm wall through a foundation pit pipeline according to the present embodiment includes the steps of:
s1, measurement lofting: the laying-out marks the walking direction, the burying depth and the width of the pipeline 1, so that the pipeline 1 can be conveniently and accurately dug out subsequently, and the possible damage to the pipeline 1 is reduced;
s2, pipeline excavation: excavating until the pipeline 1 corresponding to the continuous wall is completely exposed according to the lofting result;
s3, wrapping the pipeline: the exposed pipeline 1 is integrally coated with an annular baffle piece 2, a filler 3 is arranged between the annular baffle piece 2 and the pipeline 1, the filler 3 is made of a flexible material, and the part of the pipeline 1 extending into a guide wall 4 is blocked by cement mortar;
s4, construction of a guide wall: pouring two guide walls 4 along the excavation direction of the continuous wall, and forming an excavation space of a continuous wall groove 5 between the two guide walls 4;
s5, excavating the continuous wall groove: excavating soil bodies on two sides of the pipeline 1 by using the grab bucket 6, then installing grab teeth 61 on the side wall of the grab bucket 6, lowering the grab bucket 6 into the continuous wall groove 5, translating the grab bucket 6 to move the grab teeth 61 to be right below the pipeline 1, and removing the soil body below the pipeline 1 to form the continuous wall groove 5;
s6, casting and forming: after the diaphragm wall slot 5 is formed, two reinforcement cages 7 are manufactured by taking the pipeline 1 as a central boundary according to the position and the size of the on-site pipeline 1, the joints of the reinforcement cages 7 are arranged in the center of the pipeline, the middle joints adopt letter joints, the reinforcement cages 7 are respectively placed on two sides of the pipeline 1, and concrete is poured in place.
Specifically, the annular barrier member 2 comprises at least two baffles, all the baffles surround to form the annular barrier member 2, and the annular barrier member 2 formed by surrounding the two baffles can surround the pipe bundle from the side wall of the pipe bundle, so that the pipe 1 is placed into the annular barrier member 2 without cutting off the pipe 1; preferably, the number of the baffles is four, the four baffles enclose to form a rectangular tubular structure, the pipeline 1 is generally stacked, the cross section of the pipeline is rectangular, and the annular baffle 2 is arranged to be in a rectangular tubular shape matched with the shape of the pipeline bundle, so that the periphery of the pipeline 1 is uniformly sheltered, the filler can be conveniently stuffed into the periphery of the pipeline 1, and the protection effect on the pipeline 1 is enhanced.
Wherein, the baffle adopts steel material structure, the baffle thickness is the delta, and 1.5cm is less than or equal to the delta and is less than or equal to 2.5cm, makes the baffle possess sufficient intensity, can completely cut off external concrete and enter into annular and separate the fender spare 2 inside, and isolated external pressure has played the guard action to pipeline 1 simultaneously, and steel material's baffle is convenient for weld simultaneously.
Furthermore, the distance between the inner wall of the annular baffle 2 and the pipeline 1 is d, that is, the distance between the baffle and the pipeline 1 is d, d is not less than 8cm and not more than 12cm, and d is not less than 8cm, so that sufficient space is reserved between the annular baffle 2 and the pipeline 1 for installing the filler 3, and the external pressure is buffered, thereby protecting the pipeline 1, and d is not more than 12cm, so that the structural stability of the annular baffle 2 is ensured, the size of the annular baffle 2 is reduced, and the structural stability of the continuous wall is prevented from being influenced by the pipeline 1.
Specifically, filler 3 adopts cystosepiment or geotechnological cloth, and cystosepiment and geotechnological cloth all belong to flexible material, can play good cushioning effect to belong to construction site common materials, look for easily.
According to the construction method of the underground diaphragm wall penetrating through the foundation pit pipeline, before a diaphragm wall groove 5 is excavated, the pipeline 1 is firstly excavated, the pipeline 1 is wrapped through an annular baffle piece 2, meanwhile, a filler 3 made of a flexible material is arranged between the pipeline 1 and the annular baffle piece 2, after the pipeline 1 is protected, guide walls 4 are poured along two sides of the diaphragm wall groove 5, grab buckets are inserted between the guide walls 4 to excavate the diaphragm wall groove 5, soil body right below the pipeline 1 is excavated through grab teeth 61 on the side wall of the grab bucket 6, and finally, a reinforcement cage 7 is installed in the diaphragm wall groove 5 and concrete is poured, so that diaphragm wall forming is achieved.
Example 2
As shown in fig. 2, in this embodiment, the difference from embodiment 1 is that, in step S2, an excavator is firstly adopted to excavate the pipeline 1 above, a slope excavation mode is adopted for clay, the slope is controlled to be 1: 1.5-1: 1.2, h is more than or equal to 30cm and less than or equal to 50cm away from the upper end surface h of the pipeline 1, then the pipeline 1 is excavated by manual excavation, the excavation radian and depth of the excavator are large, the pipeline 1 is easily damaged, and a man-machine cooperation excavation mode is adopted to protect the pipeline 1 and reduce the probability of damage to the pipeline 1.
Example 3
As shown in fig. 8, 9 and 10, in this embodiment, the difference from embodiment 1 is that in step S5, soil below the pipeline 1 is removed from both sides of the pipeline 1 by the gripping tooth 61 on the grapple 6, so that the removal is performed at least twice, and the depth of the gripping tooth 61 translated into the pipeline 1 is reduced, that is, the transverse length of the gripping tooth 61 is reduced, thereby reducing the strength requirement of the gripping tooth 61.
Optimally, the transverse length of the gripping tooth 61 can be set to 1/2 of the width of the bundle of lines 1, which minimizes the transverse length of the gripping tooth 61.
Example 4
As shown in fig. 11 and 12, the present embodiment is different from embodiment 1 in that, in step S6, a notch 71 is provided on a side of the reinforcement cage 7 close to the pipeline 1, the reinforcement cage 7 is moved horizontally toward the pipeline 1 after the reinforcement cage 7 is lowered into the continuous wall groove 5, the annular stopper 2 is fitted into the notch 71 of the reinforcement cage 7, and the reinforcement cage 7 is moved horizontally below the pipeline 1 by providing the notch 71 fitted to the annular stopper 2 in the reinforcement cage 7, so that the reinforcement cage 7 can support the lower side of the pipeline 1, concrete is poured, and the strength of the continuous wall is improved.
Furthermore, after the reinforcement cage 7 is translated in the continuous wall groove 5, a gap 51 is formed between the reinforcement cage 7 and the side wall of the continuous wall groove 5, the gap 51 is filled with clay before concrete is poured in the reinforcement cage 7, the clay is filled between the side wall of the continuous wall groove 5 and the head plate 72 of the reinforcement cage 7, concrete leakage in the pouring process is avoided from entering the gap 51, the clay can be dug out again through a digging machine in the next section of construction of the continuous wall, subsequent concrete pouring construction is not influenced, and the overall strength of the continuous wall is improved.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A construction method of an underground continuous wall penetrating through a foundation pit pipeline is characterized by comprising the following steps:
s1, measurement lofting: lofting identifies the trend, the burying depth and the width of the pipeline (1);
s2, pipeline excavation: excavating until the pipeline at the corresponding position of the continuous wall is completely exposed according to the lofting result;
s3, wrapping the pipeline: the exposed pipeline (1) is integrally coated with an annular baffle piece (2), a filler (3) is arranged between the annular baffle piece (2) and the pipeline (1), and the filler (3) is made of a flexible material;
s4, construction of a guide wall: pouring two guide walls (4) along the excavation direction of the continuous wall, and forming an excavation space of a continuous wall groove (5) between the two guide walls (4);
s5, excavating the continuous wall groove: excavating soil bodies on two sides of the pipeline (1) by adopting the grab bucket (6), then installing grab teeth (61) on the side wall of the grab bucket (6), moving the grab teeth (61) to the lower part of the pipeline (1), and clearing the soil body below the pipeline (1) to form a continuous wall groove (5);
s6, casting and forming: and respectively placing reinforcement cages (7) in the continuous wall grooves (5) on the two sides of the pipeline (1), and pouring concrete to form the continuous wall.
2. The method for constructing the underground continuous wall penetrating through the foundation pit pipeline as claimed in claim 1, wherein in the step S2, firstly, a digging machine is adopted to dig the pipeline (1) to the position above the pipeline (1), and h is more than or equal to 30cm and less than or equal to 50cm away from the upper end surface h of the pipeline, and then, manual digging is adopted to dig the pipeline (1).
3. The method for constructing an underground diaphragm wall through a foundation pit pipeline according to claim 1, wherein the annular barrier member (2) comprises at least two baffles, all of which enclose the annular barrier member (2).
4. The method for constructing the underground continuous wall penetrating through the foundation pit pipeline according to claim 3, wherein the number of the baffles is four, and four baffles surround to form a rectangular tubular structure.
5. The method for constructing the underground continuous wall penetrating through the foundation pit pipeline according to claim 3, wherein the baffle is a steel structural member, the thickness of the baffle is delta, and delta is more than or equal to 1.5cm and less than or equal to 2.5 cm.
6. The construction method of the underground continuous wall penetrating through the foundation pit pipeline as claimed in claim 1, wherein the distance between the inner wall of the annular partition member (2) and the pipeline (1) is d, and d is more than or equal to 8cm and less than or equal to 12 cm.
7. The method for constructing an underground diaphragm wall through a foundation pit pipeline according to claim 1, wherein the filler (3) is a foam board or geotextile.
8. The underground diaphragm wall construction method for penetrating through the foundation pit pipeline according to the claim 1, characterized in that in the step S5, soil mass below the pipeline (1) is removed from both sides of the pipeline (1) by the grab teeth (61) on the grab buckets (6) respectively, and the removal is realized at least twice.
9. The underground diaphragm wall construction method for traversing the foundation pit pipeline according to the claim 1, wherein in the step 6, a gap (71) is arranged on one side of the reinforcement cage (7) close to the pipeline (1), after the reinforcement cage (7) is lowered in the diaphragm wall groove (5), the reinforcement cage (7) is translated to one side of the pipeline (1), so that the annular baffle piece (2) is embedded in the gap (71) of the reinforcement cage (7).
10. The method for constructing the underground diaphragm wall penetrating through the foundation pit pipeline according to the claim 9, wherein after the reinforcement cage (7) is translated in the diaphragm wall groove (5), the reinforcement cage (7) forms a gap (51) with the side wall of the diaphragm wall groove (5), and the gap (51) is filled with clay before concrete is poured in the reinforcement cage (7).
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| CN202111368375.XA CN113914299A (en) | 2021-11-18 | 2021-11-18 | Construction method of underground diaphragm wall penetrating through foundation pit pipeline |
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| CN202111368375.XA CN113914299A (en) | 2021-11-18 | 2021-11-18 | Construction method of underground diaphragm wall penetrating through foundation pit pipeline |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101343868A (en) * | 2008-08-19 | 2009-01-14 | 上海建工股份有限公司 | Underground continuous wall construction method of city-across pipeline |
| CN101591909A (en) * | 2008-05-29 | 2009-12-02 | 上海市机械施工有限公司 | A kind of in urban construction the construction method of underground continuous wall under underground utilities |
| CN106120799A (en) * | 2016-06-27 | 2016-11-16 | 中铁第四勘察设计院集团有限公司 | Underground utilities are exempted to change across foundation ditch and are moved construction method |
| CN108252296A (en) * | 2018-01-19 | 2018-07-06 | 中铁上海工程局集团有限公司 | A kind of method of diaphram wall pipeline in-situ conservation construction |
| CN111519637A (en) * | 2020-04-10 | 2020-08-11 | 深圳市工勘岩土集团有限公司 | Grooving comprehensive construction method for pipeline underground diaphragm wall |
| CN111749292A (en) * | 2020-07-02 | 2020-10-09 | 北京城建集团有限责任公司 | Construction process for grooving wall-connecting ground in pipeline dense area |
-
2021
- 2021-11-18 CN CN202111368375.XA patent/CN113914299A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101591909A (en) * | 2008-05-29 | 2009-12-02 | 上海市机械施工有限公司 | A kind of in urban construction the construction method of underground continuous wall under underground utilities |
| CN101343868A (en) * | 2008-08-19 | 2009-01-14 | 上海建工股份有限公司 | Underground continuous wall construction method of city-across pipeline |
| CN106120799A (en) * | 2016-06-27 | 2016-11-16 | 中铁第四勘察设计院集团有限公司 | Underground utilities are exempted to change across foundation ditch and are moved construction method |
| CN108252296A (en) * | 2018-01-19 | 2018-07-06 | 中铁上海工程局集团有限公司 | A kind of method of diaphram wall pipeline in-situ conservation construction |
| CN111519637A (en) * | 2020-04-10 | 2020-08-11 | 深圳市工勘岩土集团有限公司 | Grooving comprehensive construction method for pipeline underground diaphragm wall |
| CN111749292A (en) * | 2020-07-02 | 2020-10-09 | 北京城建集团有限责任公司 | Construction process for grooving wall-connecting ground in pipeline dense area |
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Application publication date: 20220111 |