CN116770809A - Construction method of segmented prefabricated underground continuous wall - Google Patents
Construction method of segmented prefabricated underground continuous wall Download PDFInfo
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- CN116770809A CN116770809A CN202310829519.XA CN202310829519A CN116770809A CN 116770809 A CN116770809 A CN 116770809A CN 202310829519 A CN202310829519 A CN 202310829519A CN 116770809 A CN116770809 A CN 116770809A
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- 238000010276 construction Methods 0.000 title claims abstract description 38
- 239000002689 soil Substances 0.000 claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 47
- 239000010959 steel Substances 0.000 claims description 47
- 210000001503 joint Anatomy 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 4
- 238000009432 framing Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 6
- 230000000694 effects Effects 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
- E02D5/12—Locking forms; Edge joints; Pile crossings; Branch pieces
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Composite Materials (AREA)
- Chemical & Material Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention relates to the technical field of underground engineering, in particular to a construction method of a segmented prefabricated underground diaphragm wall, which comprises the steps of firstly constructing an underground diaphragm wall guide wall, then excavating soil in an underground diaphragm wall groove in a spoke mode, backfilling mucky soil into the groove after the soil is formed, then transporting the lower segment of prefabricated underground diaphragm wall to a notch, sinking to a designed elevation, locking, hoisting the upper segment of prefabricated underground diaphragm wall above the lower segment of prefabricated underground diaphragm wall, constructing connection nodes of the upper segment of prefabricated underground diaphragm wall and the lower segment of prefabricated underground diaphragm wall, finally unlocking the lower segment of prefabricated underground diaphragm wall, sinking the whole formed by connecting the upper segment of prefabricated underground diaphragm wall and the lower segment of prefabricated underground diaphragm wall to the designed elevation, and replacing the mucky soil by grouting. The method comprises the steps of firstly backfilling the mucky soil in the underground diaphragm wall groove, so that the prefabricated underground diaphragm wall is conveniently lowered, meanwhile, the prefabricated underground diaphragm wall is relatively stable in the groove, and after the prefabricated underground diaphragm wall is wholly sunk in place, the mucky soil is replaced and reinforced through grouting, so that the stability of the underground diaphragm wall is improved.
Description
Technical Field
The invention relates to the technical field of underground engineering, in particular to a construction method of a segmented prefabricated underground continuous wall.
Background
The underground diaphragm wall is a type of building envelope commonly used for foundation pits, and in the long term, the building envelope is cast in situ generally, and the building envelope is not in line with the sustainable development concept of green. In recent years, underground engineering, particularly open cut subway tunnels and subway stations, are beginning to be popularized and built by adopting prefabricated assembly structures. However, most of these subway tunnels and stations built by prefabricated assembly still use cast-in-place piles or underground continuous walls. In order to improve the assembly rate and promote the sustainable development of green construction technology of underground engineering, it is necessary to adopt an assembly type structure in the foundation pit support structure. The prefabricated underground diaphragm wall has the advantages of high construction speed, no need of binding reinforcing steel bars and casting concrete on site, environmental protection and the like, but when the depth of a foundation pit is relatively large, the corresponding building enclosure underground diaphragm wall is relatively deep, the underground diaphragm wall is required to be installed in a segmented mode and connected, the integral waterproof effect and joint strength of the underground diaphragm wall are directly influenced by the joint connection mode between the segments, the stability of the prefabricated underground diaphragm wall in the lowering process is difficult to control, and the construction quality is difficult to guarantee.
Disclosure of Invention
The invention aims to provide a construction method of a segmented prefabricated underground continuous wall, which is simple, can improve the stability of the prefabricated underground continuous wall in the process of lowering and ensures the construction quality, node strength and waterproof effect.
In order to achieve the above purpose, the technical scheme of the invention is a construction method of a segmented prefabricated underground continuous wall, comprising the following steps:
s1, constructing a guide wall of an underground continuous wall;
s2, excavating soil in the underground continuous wall groove in a framing manner, and backfilling mucky soil into the groove after forming the groove;
s3, conveying the prefabricated underground continuous wall at the lower section to a notch, sinking to a designed elevation and locking;
s4, hoisting the upper section of prefabricated underground continuous wall to the upper part of the lower section of prefabricated underground continuous wall, and constructing connection nodes of the upper section of prefabricated underground continuous wall and the lower section of prefabricated underground continuous wall;
s5, unlocking the lower prefabricated underground diaphragm wall, sinking the whole formed by connecting the upper prefabricated underground diaphragm wall and the lower prefabricated underground diaphragm wall to the designed elevation, displacing the mucky soil in the groove through grouting, completing the construction of one prefabricated underground diaphragm wall, and continuing the construction of the subsequent diaphragm wall.
In step S3, a hole is reserved in the lower prefabricated underground continuous wall, after the lower prefabricated underground continuous wall is sunk to the designed elevation, the locking piece is inserted into the hole, and two ends of the locking piece are supported on the underground continuous wall guide walls on two sides respectively, so that the lower prefabricated underground continuous wall is locked.
In step S5, the locking member is withdrawn, the locking of the prefabricated underground diaphragm wall at the lower section is released, and the hole reserved in the prefabricated underground diaphragm wall at the lower section is blocked.
As one implementation mode, at least two holes which are arranged at intervals are reserved on the lower prefabricated underground continuous wall.
In step S4, as one embodiment, the construction method of the connection node of the upper and lower prefabricated underground continuous walls includes: after the upper section prefabricated underground continuous wall is positioned on the lower section prefabricated underground continuous wall, connecting reserved connection reinforcing bars on the lower section prefabricated underground continuous wall with reserved connection reinforcing bars on the upper section prefabricated underground continuous wall, and then casting joint cast-in-place concrete on site.
As one of the implementation modes, the pre-buried positioning steel sleeve on the upper-section prefabricated underground continuous wall is in butt joint with the pre-buried positioning steel sleeve on the lower-section prefabricated underground continuous wall, and the upper-section prefabricated underground continuous wall is accurately positioned on the lower-section prefabricated underground continuous wall.
As one of the implementation modes, after the upper-section prefabricated underground continuous positioning is finished, the embedded channel steel on the lower-section prefabricated underground continuous wall is in butt joint with the embedded channel steel on the upper-section prefabricated underground continuous wall and is connected through a steel plate, and cast-in-place joint cast-in-place concrete is reproduced.
As one of the embodiments, after pouring the joint cast-in-place concrete, the node void is backfilled with micro-expansive concrete.
In the step S3, the lower prefabricated underground continuous wall is controlled to slowly sink through the hoisting equipment until the wall top of the lower prefabricated underground continuous wall is 0.8-1.3m higher than the notch.
In step S1, the earth layers on both sides of the guide wall of the underground diaphragm wall are simultaneously reinforced by grouting.
Compared with the prior art, the invention has the following beneficial effects:
(1) The underground continuous wall is prefabricated in sections, so that the length and the weight of each section are reduced, and the manufacture, the transportation and the hoisting of the components are facilitated;
(2) The method comprises the steps of firstly backfilling the mucky soil in the underground diaphragm wall groove, facilitating the lowering of the prefabricated underground diaphragm wall, being beneficial to the relative stability of the prefabricated underground diaphragm wall in the groove, and replacing and reinforcing the mucky soil through grouting after the prefabricated underground diaphragm wall is assembled and integrally sunk in place, so that the stability of the underground diaphragm wall is improved;
(3) The joint cast-in-place concrete and the backfill micro-expansion concrete are poured at the joint by connecting the reserved connection reinforcing steel bars and the embedded channel steel of the upper and lower prefabricated underground continuous walls, so that the joint strength and the waterproof effect of the upper and lower prefabricated underground continuous walls are ensured;
(4) The embedded positioning steel sleeves of the upper prefabricated underground continuous wall and the lower prefabricated underground continuous wall are butted, so that the upper prefabricated underground continuous wall is accurately positioned on the lower prefabricated underground continuous wall, and meanwhile, the embedded positioning steel sleeves can also be used for grouting to replace and reinforce the silt and muddy soil in the groove.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of a prefabricated underground diaphragm wall of the lower section according to an embodiment of the present invention;
FIG. 2 is a schematic view of an upper prefabricated underground diaphragm wall according to an embodiment of the present invention;
FIG. 3 shows excavation and grouting reinforcement of an underground diaphragm wall guide wall provided by an embodiment of the invention;
FIG. 4 illustrates the backfilling of mucky soil after excavation and trenching of a subterranean wall in accordance with an embodiment of the present invention;
FIG. 5 shows hoisting of a prefabricated underground diaphragm wall at the lower section according to the embodiment of the invention;
FIG. 6 illustrates an upper prefabricated underground diaphragm wall hoist and joint connection according to an embodiment of the present invention;
FIG. 7 is a schematic view of a prefabricated underground diaphragm wall according to an embodiment of the present invention in place;
in the figure: 1. reserving connection reinforcing steel bars; 2. embedding channel steel; 3. pre-burying a positioning steel sleeve; 4. guide walls of underground continuous walls; 5. grouting reinforcement areas; 6. mucky soil; 7. prefabricating an underground continuous wall at the lower section; 8. the upper section is prefabricated into an underground continuous wall; 9. i-steel; 10. a steel plate; 11. casting concrete on site; 12. micro-expansive concrete.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be understood that the terms "center," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate orientations or positional relationships based on the orientation or positional relationships shown in the drawings, merely to facilitate describing the present invention and simplify the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention.
The embodiment provides a construction method of a segmented prefabricated underground continuous wall, which adopts framing construction and divides each prefabricated underground continuous wall into an upper section and a lower section, and the construction method comprises the following steps:
s1, constructing an underground continuous wall guide wall 4, optimally, simultaneously grouting and reinforcing stratum at two sides of the underground continuous wall guide wall 4 to form a grouting reinforced area 5, and ensuring the stability of the guide wall, as shown in FIG. 3;
s2, excavating soil in the underground continuous wall groove in a divided manner, backfilling mucky soil 6 into the groove after forming the groove, so that the prefabricated underground continuous wall is conveniently lowered, and meanwhile, the prefabricated underground continuous wall is relatively stable in the groove, as shown in fig. 4;
s3, conveying the lower prefabricated underground continuous wall 7 to a notch, sinking to a designed elevation and locking, as shown in FIG. 5;
specifically, the lower prefabricated underground continuous wall 7 is controlled to slowly sink through the hoisting equipment, and when the wall top of the lower prefabricated underground continuous wall 7 is 0.8-1.3m higher than the notch, the lower prefabricated underground continuous wall 7 is locked so as not to sink; optimally, when the wall top distance of the lower prefabricated underground diaphragm wall 7 is 1m from the notch, locking the lower prefabricated underground diaphragm wall 7;
s4, hoisting the upper section prefabricated underground continuous wall 8 to the upper part of the lower section prefabricated underground continuous wall 7, and constructing connection nodes of the upper section prefabricated underground continuous wall and the lower section prefabricated underground continuous wall, as shown in FIG. 6;
s5, unlocking the lower prefabricated underground diaphragm wall 7, sinking the whole formed by connecting the upper prefabricated underground diaphragm wall and the lower prefabricated underground diaphragm wall until the wall top of the upper prefabricated underground diaphragm wall 8 reaches the designed elevation, and replacing the mucky soil 6 in the groove by grouting to finish the construction of one prefabricated underground diaphragm wall, as shown in fig. 7, and continuing to construct the subsequent wall.
The construction of the foundation pit enclosure structure is carried out by adopting the method of the embodiment, the method is simple, and the mucky soil 6 is backfilled in the underground diaphragm wall groove before the underground diaphragm wall is prefabricated below, so that the prefabricated underground diaphragm wall is conveniently lowered, the stability of the prefabricated underground diaphragm wall in the lowering process is improved, and after the joints of the prefabricated underground diaphragm wall are spliced and integrally sunk in place, the mucky soil 6 is replaced and reinforced by grouting, so that the stability of the underground diaphragm wall is improved.
In the step S3, after the prefabricated underground diaphragm wall 7 of the lower section is sunk to the designed elevation, the locking member is inserted into the hole, and the two ends of the locking member are supported on the underground diaphragm wall guide walls 4 on the two sides respectively, so that the prefabricated underground diaphragm wall 7 of the lower section is clamped and does not sink any more. Further, in step S5, after the construction of the connection node of the upper and lower prefabricated underground continuous walls is completed and the concrete reaches the design strength, the locking member is pulled out, the locking of the lower prefabricated underground continuous wall 7 is released, and the hole reserved on the lower prefabricated underground continuous wall 7 is plugged, and the plugging can be made of concrete materials.
Specifically, at least two holes which are arranged at intervals are reserved on the lower prefabricated underground continuous wall 7, all the holes can be arranged at the same elevation and uniformly on the wall body, so that the stability of the wall body during locking is ensured. Wherein, the retaining member can adopt I-steel 9 or other steel members, can reuse.
Optimizing the above embodiment, as shown in fig. 1 and 2, the top of the lower prefabricated underground continuous wall 7 is pre-embedded with a reserved connection steel bar 1 and a pre-embedded channel steel 2, the bottom of the upper prefabricated underground continuous wall 8 is pre-embedded with a reserved connection steel bar 1 and a pre-embedded channel steel 2, and in step S4, the construction method of the connection node of the upper and lower prefabricated underground continuous walls is as follows: after the upper prefabricated underground continuous wall 8 is positioned on the lower prefabricated underground continuous wall 7, the reserved connection reinforcing steel bars 1 on the lower prefabricated underground continuous wall 7 are connected with the reserved connection reinforcing steel bars 1 on the upper prefabricated underground continuous wall 8, the embedded channel steel 2 on the lower prefabricated underground continuous wall 7 is in butt joint with the embedded channel steel 2 on the upper prefabricated underground continuous wall 8 and is connected through a steel plate 10, then joint cast-in-place concrete 11 is cast in place, and micro-expansion concrete 12 is backfilled in the node gaps. In the embodiment, the reserved connection steel bars 1 of the upper and lower prefabricated underground continuous walls are connected with the embedded channel steel 2, and concrete is cast in situ at the joints, so that the joint strength and the waterproof effect of the upper and lower prefabricated underground continuous walls are ensured.
Specifically, a pair of embedded channel steel 2 which are oppositely arranged are embedded in each of the upper-section prefabricated underground continuous wall 8 and the lower-section prefabricated underground continuous wall 7, the reserved connection reinforcing steel bars 1 are located between the pair of embedded channel steel 2, the pair of embedded channel steel 2 on the upper-section prefabricated underground continuous wall 8 and the pair of embedded channel steel 2 on the lower-section prefabricated underground continuous wall 7 are welded and connected through a steel plate 10, the embedded channel steel 2 is used as a template for connecting cast-in-place concrete 11, the cast-in-place concrete 11 is poured from the end part, and micro-expansion concrete 12 is backfilled in the gap between the upper-section prefabricated underground continuous wall and the lower-section prefabricated underground continuous wall outside the embedded channel steel 2, so that the impermeability and the crack resistance of the joint are further improved.
Further, as shown in fig. 1 and 2, the lower prefabricated underground diaphragm wall 7 is embedded with the embedded positioning steel sleeve 3, the upper prefabricated underground diaphragm wall 8 is embedded with the embedded positioning steel sleeve 3 and the embedded positioning steel sleeve 3, and in step S4, the method for positioning the upper prefabricated underground diaphragm wall 8 on the lower prefabricated underground diaphragm wall 7 is as follows: the pre-buried positioning steel sleeve 3 on the upper-section prefabricated underground continuous wall 8 is in butt joint with the pre-buried positioning steel sleeve 3 on the lower-section prefabricated underground continuous wall 7, so that the upper-section prefabricated underground continuous wall 8 is accurately positioned on the lower-section prefabricated underground continuous wall 7.
Specifically, the embedded positioning steel sleeve 3 in the upper prefabricated underground diaphragm wall 8 is arranged in a penetrating way up and down, and the lower end of the embedded positioning steel sleeve extends out of the upper prefabricated underground diaphragm wall 8; the lower extreme of the pre-buried positioning steel sleeve 3 in the prefabricated underground diaphragm wall of hypomere 7 stretches out, and the upper end is located the top of the prefabricated underground diaphragm wall of hypomere 7, and during the location, stretch into the top of the prefabricated underground diaphragm wall of hypomere 7 with the lower extreme of the pre-buried positioning steel sleeve 3 in the prefabricated underground diaphragm wall of hypomere 7 and dock with the upper end of the pre-buried positioning steel sleeve 3 in the prefabricated underground diaphragm wall of hypomere 7, realize accurate location, and the lower extreme of the pre-buried positioning steel sleeve 3 in the prefabricated underground diaphragm wall of hypomere 7 is located the tank bottom. The pre-buried positioning steel sleeve 3 of the upper and lower prefabricated underground diaphragm walls in the embodiment can be used for grouting after being butted, and the mucky soil 6 in the groove can be replaced and reinforced.
Optimally, the bottom of the lower prefabricated underground continuous wall 7 is in an inverted trapezoid shape, so that the lower prefabricated underground continuous wall 7 is convenient to sink, grouting pipes are pre-buried at two sides of the bottom of the lower prefabricated underground continuous wall 7, grouting is conducted in a groove through the grouting pipes, and the mucky soil 6 in the groove can be replaced and reinforced.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, alternatives, and improvements that fall within the spirit and scope of the invention.
Claims (10)
1. The construction method of the segmented prefabricated underground continuous wall is characterized by comprising the following steps of:
s1, constructing a guide wall of an underground continuous wall;
s2, excavating soil in the underground continuous wall groove in a framing manner, and backfilling mucky soil into the groove after forming the groove;
s3, conveying the prefabricated underground continuous wall at the lower section to a notch, sinking to a designed elevation and locking;
s4, hoisting the upper section of prefabricated underground continuous wall to the upper part of the lower section of prefabricated underground continuous wall, and constructing connection nodes of the upper section of prefabricated underground continuous wall and the lower section of prefabricated underground continuous wall;
s5, unlocking the lower prefabricated underground diaphragm wall, sinking the whole formed by connecting the upper prefabricated underground diaphragm wall and the lower prefabricated underground diaphragm wall to the designed elevation, displacing the mucky soil in the groove through grouting, completing the construction of one prefabricated underground diaphragm wall, and continuing the construction of the subsequent diaphragm wall.
2. The construction method of the segmented prefabricated underground diaphragm wall according to claim 1, wherein the construction method comprises the following steps: in the step S3, a hole is reserved in the lower-section prefabricated underground continuous wall, after the lower-section prefabricated underground continuous wall sinks to the designed elevation, the locking piece is inserted into the hole, and two ends of the locking piece are supported on the underground continuous wall guide walls at two sides respectively, so that the lower-section prefabricated underground continuous wall is locked.
3. The construction method of the segmented prefabricated underground continuous wall according to claim 2, wherein: in step S5, the locking piece is pulled out, the locking of the lower prefabricated underground continuous wall is released, and the reserved hole on the lower prefabricated underground continuous wall is plugged.
4. The construction method of the segmented prefabricated underground continuous wall according to claim 2, wherein: at least two holes which are arranged at intervals are reserved on the lower-section prefabricated underground continuous wall.
5. The construction method of the segmented prefabricated underground continuous wall according to claim 2, wherein: in the step S4, the construction method of the connecting node of the upper and lower prefabricated underground continuous walls comprises the following steps: after the upper section prefabricated underground continuous wall is positioned on the lower section prefabricated underground continuous wall, connecting reserved connection reinforcing bars on the lower section prefabricated underground continuous wall with reserved connection reinforcing bars on the upper section prefabricated underground continuous wall, and then casting joint cast-in-place concrete on site.
6. The construction method of the segmented prefabricated underground continuous wall according to claim 5, wherein the construction method comprises the following steps: and (3) butting the embedded positioning steel sleeve on the upper-section prefabricated underground continuous wall with the embedded positioning steel sleeve on the lower-section prefabricated underground continuous wall, and accurately positioning the upper-section prefabricated underground continuous wall on the lower-section prefabricated underground continuous wall.
7. The construction method of the segmented prefabricated underground continuous wall according to claim 5, wherein the construction method comprises the following steps: after the upper segment prefabricated underground continuous positioning is finished, the embedded channel steel on the lower segment prefabricated underground continuous wall is in butt joint with the embedded channel steel on the upper segment prefabricated underground continuous wall and is connected through a steel plate, and cast-in-place joint cast-in-place concrete is reproduced.
8. The construction method of the segmented prefabricated underground diaphragm wall according to claim 7, wherein: and backfilling micro-expansion concrete into the node gaps after pouring the joint cast-in-place concrete.
9. The construction method of the segmented prefabricated underground diaphragm wall according to claim 1, wherein the construction method comprises the following steps: in the step S3, the lower prefabricated underground continuous wall is controlled to slowly sink through the hoisting equipment until the wall top of the lower prefabricated underground continuous wall is 0.8-1.3m higher than the notch.
10. The construction method of the segmented prefabricated underground diaphragm wall according to claim 1, wherein the construction method comprises the following steps: in the step S1, grouting and reinforcing are carried out on stratum at two sides of the guide wall of the underground continuous wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310829519.XA CN116770809A (en) | 2023-07-07 | 2023-07-07 | Construction method of segmented prefabricated underground continuous wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310829519.XA CN116770809A (en) | 2023-07-07 | 2023-07-07 | Construction method of segmented prefabricated underground continuous wall |
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| Publication Number | Publication Date |
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| CN116770809A true CN116770809A (en) | 2023-09-19 |
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| CN202310829519.XA Pending CN116770809A (en) | 2023-07-07 | 2023-07-07 | Construction method of segmented prefabricated underground continuous wall |
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- 2023-07-07 CN CN202310829519.XA patent/CN116770809A/en active Pending
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