CN111733855A - Construction method of underground continuous wall and underground continuous wall - Google Patents
Construction method of underground continuous wall and underground continuous wall Download PDFInfo
- Publication number
- CN111733855A CN111733855A CN202010770879.3A CN202010770879A CN111733855A CN 111733855 A CN111733855 A CN 111733855A CN 202010770879 A CN202010770879 A CN 202010770879A CN 111733855 A CN111733855 A CN 111733855A
- Authority
- CN
- China
- Prior art keywords
- cement
- construction method
- underground continuous
- continuous wall
- pile
- 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.)
- Withdrawn
Links
Images
Classifications
-
- 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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
-
- 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
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
-
- 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
Abstract
The invention provides a construction method of an underground continuous wall and the underground continuous wall. The construction method specifically comprises the following steps: fixing the two grid structures on two sides of the pay-off position of the underground continuous wall to realize the wall guide effect on the underground continuous wall; arranging a cement soil waterproof curtain at a preset position of the underground continuous wall; before the cement soil in the cement soil waterproof curtain is not condensed, a tubular pile and a steel pipe member are driven into the cement soil waterproof curtain; after all the tubular piles and the assembled steel pipe components are drilled, the surface laitance of the wall head of the underground continuous wall is cleaned, and the inner cavities of the tubular piles are filled with cement mortar. The underground continuous wall is constructed by the construction method. The invention has the characteristics of simple construction process, quick construction progress, low construction cost, good water stopping effect and the like, does not generate wastes such as slurry and the like in the construction process, and is suitable for deep foundation pit supporting engineering of various soil foundations.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method of an underground continuous wall and the underground continuous wall.
Background
The underground continuous wall is used as a structure for intercepting water, preventing seepage, bearing and retaining water, and is widely applied to underground engineering construction.
In the prior art, the construction method of the underground continuous wall comprises the steps of building a guide wall, digging a groove, hoisting a reinforcement cage, pouring concrete and the like. The concrete method is characterized in that a special grooving machine and a slurry retaining wall are utilized at a set position, a deep groove with a certain length is excavated, a reinforcement cage is inserted, concrete is poured in the deep groove filled with slurry by a conduit method, and finally, the groove sections are mutually connected by a special joint to form the continuous underground cast-in-place underground wall.
However, the existing underground diaphragm wall construction process has the problems of high construction difficulty, poor product quality, high manufacturing cost, troublesome treatment of construction waste slurry and the like.
Disclosure of Invention
In order to solve the problems of the underground continuous wall, the invention provides a construction method of the underground continuous wall and the underground continuous wall.
The technical scheme adopted by the invention is to provide a construction method of an underground diaphragm wall, which specifically comprises the following steps:
fixing two grid structures on two sides of a pay-off position of an underground continuous wall to realize a wall guiding effect on the underground continuous wall;
arranging a cement soil waterproof curtain at a preset position of the underground continuous wall;
before the cement soil in the cement soil waterproof curtain is not condensed, a tubular pile and a steel pipe member are driven into the cement soil waterproof curtain;
after all tubular piles and assembled steel pipe components are drilled, floating slurry on the wall surface of the underground continuous wall is cleaned, and cement mortar is used for filling the inner cavity of the tubular piles;
the steel pipe members are of a frame structure formed by connecting steel pipes, each steel pipe member comprises a plurality of member units, and the adjacent member units are driven into the cement soil waterproof curtain after the snap fasteners are confirmed to be connected;
the tubular pile sets up in the component unit, the center of the closed surface that forms on the component unit cross section with the pile core coincidence of tubular pile.
In an alternative embodiment, the setting of a cement-soil waterproof curtain at a preset position of the underground continuous wall comprises:
a cement soil waterproof curtain is arranged by adopting a down-the-hole impact high-pressure jet grouting pile construction method.
In an alternative embodiment, the driving of the tubular pile and the steel pipe member into the soil cement waterproof curtain comprises:
the embedding depth of the cement waterproof curtain is larger than that of the steel pipe member;
and the embedding depth of the tubular pile is greater than that of the cement soil waterproof curtain.
In an alternative embodiment, the adjacent component units are driven into the cement waterproof curtain after being connected with each other in advance through snap fasteners, wherein the male and female fasteners are a male fastener arranged in one of the adjacent component units and a female fastener arranged in the other component unit, and the two adjacent component units are embedded into the female fastener through the male fasteners to be connected with each other.
In an alternative embodiment, each component unit is provided with at least two subsidiary fasteners or two female fasteners which are respectively arranged on the periphery of the closed section area of the component unit; the sub-fasteners are tubular structures connected to the component units through steel plates, and the tubular structures extend towards the depth direction of the embedding of the component units; the female fastener is connected to the component unit through a steel plate and is provided with a groove structure similar to an 8-shaped cavity, and the groove structure extends towards the embedded depth direction of the component unit; and adjacent component units are embedded into the cavity of the groove structure through the tubular structure to realize interconnection.
In an alternative embodiment, the adjacent component units are driven into the soil cement waterproof curtain after being connected with each other by snap fasteners in advance, and the method comprises the following steps:
and injecting cement slurry into the steel pipe structure of each sub-fastener in sequence after the steel pipe member is driven into the cement soil waterproof curtain until the slurry overflows from the groove structure of the female fastener buckled with the sub-fasteners.
In an alternative embodiment, the filling the inner cavity of the pipe pile with cement mortar includes,
the sand in the cement mortar adopts medium and fine sand, and the cement adopts ordinary portland cement marked with P.O 42.5.5.
In an alternative embodiment, the center of a closed surface formed on the cross section of the member unit coincides with the pile center of the tubular pile, wherein the shape of the closed surface is one of a square, a rectangle, a curved quadrilateral, a trapezoid or a circle.
In an alternative embodiment, the pipe pile is a high-strength prestressed concrete pipe pile.
The invention also provides an underground continuous wall which is built by the construction method and has better strength and quality.
The invention provides a construction method of an underground continuous wall, which is characterized in that a cement soil waterproof curtain is arranged by adopting a down-the-hole impact high-pressure rotary jet grouting pile construction method, and compared with other construction methods such as a deep cement mixing pile and the like, the construction method has the advantages of high speed, good construction quality and low cost, and is suitable for various complex stratum conditions.
The time window that the strength is very low and becomes the plastic flow state before the initial setting of the cement soil is fully utilized, the high-strength prestressed pipe pile and the assembled steel pipe component are easily driven in a vibration or static pressure mode, and the construction speed is high; in addition, the cement soil and the high-strength prestressed pipe piles are combined to form the composite pile with hardness and softness which are mutually complemented, and the underground continuous wall can obtain higher foundation bearing capacity.
By adopting three different types of materials of prefabricated steel pipe components (a plurality of component units are mutually connected through snap fasteners), a cement soil waterproof curtain and the tubular pile, although the strength of cement soil is lower, the strength of other two materials is very high, and by reasonably adjusting the wall thickness of the prefabricated steel pipe components, the length and the pile diameter of the high-strength prestressed tubular pile, the required engineering structure can be obtained through optimized designIntegral bodyStrength.
Drawings
FIG. 1 is a flow chart of a construction method of an underground diaphragm wall provided by the present invention;
FIG. 2 is a schematic plan view of a part of the structure of the underground diaphragm wall provided by the present invention;
fig. 3 is a schematic sectional view of a part of the structure of the underground diaphragm wall provided by the present invention.
Description of the drawings reference numbers:
1. a steel pipe member; 10. a member unit; 20. a tubular pile; 30. a soil cement waterproof curtain; 11. a sub-fastener; 12. a female fastener.
Detailed Description
The underground continuous wall in the prior art is widely applied to underground engineering construction as a structure for intercepting water, preventing seepage, bearing and retaining water, adopts a grooving machine on the ground of basic engineering, excavates a long and narrow deep groove along the peripheral axis of deep excavation engineering under the condition of slurry wall protection, lifts a reinforcement cage in the groove after cleaning the groove, and then pours underwater concrete into the groove by a conduit method to build a continuous reinforced concrete wall. However, under some special geological conditions, the construction method has great difficulty; if the construction method is improper or the geological conditions are special, the problems that adjacent wall sections cannot be aligned and water leakage occurs may occur, and if the underground continuous wall is used as a temporary soil retaining structure, the cost is higher than that of other supporting structures; in addition, in urban construction, the disposal of waste slurry after the construction of the diaphragm wall is troublesome.
The invention provides a simple underground wall construction method for solving the problems of high construction difficulty, poor product quality, high manufacturing cost, troublesome treatment of construction waste slurry and the like in the prior art, and the three different types of materials are reasonably embedded and combined at different depths of an underground space, so that the underground continuous wall has the effect of decreasing the rigidity from top to bottom, the effect is matched with the transmission and distribution rule of additional stress in a foundation, the optimized combination of the material utilization is realized, expensive mechanical grooving by grooving is not needed, a slurry protection wall is not needed, the problems of ground settlement and ground lateral displacement caused by grooving are avoided, and the problem of treatment of waste slurry in the later construction stage is also avoided.
Specific reference is made to the following description of some embodiments.
FIG. 1 is a flow chart of a method for constructing an underground diaphragm wall according to the embodiment; FIG. 2 is a top view of the underground diaphragm wall provided in the present embodiment; fig. 3 is a sectional view of the underground diaphragm wall provided in this embodiment. Referring to fig. 1 to 3, the present embodiment provides a method for constructing an underground diaphragm wall, which specifically includes the following steps:
step S1: and fixing the two grid structures on two sides of the pay-off position of the underground continuous wall so as to realize the wall guiding effect on the underground continuous wall.
Specifically, the method comprises the steps of leveling the position of the underground diaphragm wall, paying off the underground diaphragm wall at the plane position of the basement outer wall according to design drawings, manufacturing two grid structures which play the role of guiding the underground diaphragm wall by using angle steel and channel steel, and fixing the grid structures at the two sides of the paying-off position of the underground diaphragm wall, so that the accurate positioning of the setting positions of the cement soil waterproof curtain 30, the high-strength prestressed pipe pile 20 and the assembled steel pipe component 1 is realized.
Step S2: and arranging a cement soil waterproof curtain 30 at the preset position of the underground continuous wall by adopting a down-the-hole impact high-pressure jet grouting pile construction method.
Specifically, the cement soil waterproof curtain 30 is arranged by adopting a down-hole impact high-pressure jet grouting pile (DJP) construction method, and compared with other construction methods such as a deep cement mixing pile and the like, the construction method has the advantages of high speed, good construction quality and low cost, and is suitable for various complex stratum conditions. If the stratum is silt and clay, the sprayed high-pressure water flow can cut and soften the soil around; if the stratum is sandy soil, the sandy soil around can be suspended by high-pressure water flow and high-pressure air; if the crushed stone, the pebble or the block is met, the impact crushing can be directly carried out. In addition, the combined action of the high-frequency vibration impact of the down-the-hole hammer and the high-pressure air can also generate a 'micro air explosion' effect in the space at the bottom of the hammer, so that the impact cutting capacity on clay, silt and sandy soil is further enhanced, the positions of the rock blocks are adjusted through vibration and air explosion on pebble and rock block stratums, and a channel is opened, so that subsequent cement paste can enter a reinforced area. The DJP method is adopted to arrange the cement soil waterproof curtain 30, so that the on-site waste soil is less, the treatment or recycling is convenient, and the problem of treatment of waste mud in the later construction stage is solved.
S3: before the soil cement in the soil cement waterproof curtain 30 is not solidified, the pipe pile 20 and the steel pipe member 1 are driven into the soil cement waterproof curtain 30.
Specifically, the cement soil is low in strength before initial setting and in a plastic flowing state, and in order to enhance the structural firmness of the underground continuous wall, the steel pipe member 1 and the tubular pile 20 are arranged in the wall body. The steel pipe member 1 and the tubular pile 20 can be easily driven into the uncoagulated cement soil by adopting a vibration or static pressure mode, and the construction efficiency is improved.
In a possible implementation mode, the steel pipe member 1 can adopt a fabricated structure, namely, the steel pipe member 1 is prefabricated in a factory before being driven, and before construction, the outer surface of the fabricated steel pipe member 1 is subjected to rust prevention treatment and a release agent is coated on the side surface in the pit inner direction. Through the strengthening rib that adopts the 1 structure of steel pipe component of assembled as underground continuous wall, compare the structure of steel reinforcement cage, simple structure just has better intensity, and this 1 structure of steel pipe component is convenient for cooperate the use with tubular pile 20 in addition to further improve the bearing capacity of wall body.
Alternatively, the steel pipe member 1 is a continuous wall bearing structure formed by connecting steel pipe members to each other in the soil cement waterproof curtain 30, and includes a plurality of member units 10, and adjacent member units 10 are sequentially driven into the soil cement waterproof curtain 30 after being connected to each other in advance by confirming snap fasteners; the steel pipe member 1 is in a structural form of assembling a plurality of member units 10, the member units 10 can be provided with a plurality of different forms, and the steel pipe members 1 in different shapes can be built by mutually connecting the plurality of member units 10 so as to meet the shape requirements of different underground continuous walls. And the component unit 10 can be processed in batch to reduce the manufacturing difficulty.
Alternatively, the closed surface formed on the cross section of the member unit 10 may be one of a square, a rectangle, a curved quadrangle, a trapezoid or a circle, the closed surface of the cross section of the member unit 10 is illustrated as a square in this embodiment, as shown in fig. 2, a part of the cross-sectional structure of the steel pipe member 1 is illustrated, and includes two adjacent member units 10, the closed surface on the cross section of the two member units 10 may be a square, and one outwardly extending steel plate is respectively disposed on four sides of the square section of one of the member units 10 (left side in the figure), wherein two steel plates are disposed in parallel on the right side of the square section, and the other two steel plates are disposed in parallel on the lower side of the square section, and the distance between the two steel plates is the same as the side length of the square, wherein the steel plates extend in the depth direction of the embedding of the member unit, the end parts of the two steel plates on the right side are respectively provided with a sub-fastener 11 extending along the length direction of the steel plates, the sub-components can be arranged into a tubular structure, for example, a steel pipe can be adopted, the pipe orifice of the tubular structure is arranged upwards, the other two steel plates are respectively provided with a female fastener 12, the female fastener 12 is a groove structure with an 8-shaped cavity, and the female fastener 12 is arranged along the length direction of the steel plates; similarly, two steel plates extending to the left and two steel plates extending to the right are provided on the upper and lower sides of the square cross section of the other component unit 10 (right side in the figure), the female fasteners 12 are provided on the ends of the two steel plates on the left, and the male fasteners 11 are provided on the two steel plates on the right.
The connection is realized by buckling the secondary fasteners 11 of the component units 10 with the female fasteners 12 in the adjacent component units 10, the plurality of component units 10 are connected with each other to form a complete steel pipe component 1, specifically, a tubular structure is embedded in one of the accommodating cavities of the groove structure of the 8-shaped cavity, and the steel pipe components 1 with different shapes and sizes can be conveniently assembled by adopting the structural form of the component units 10 so as to meet the shape requirements of different continuous walls.
In order to make the whole structure of the underground diaphragm wall stronger and the foundation bearing capacity larger, the pipe pile 20 is provided in the component unit 10 in the soil cement waterproof curtain 30, and optionally, the pipe pile 20 structure may adopt a high-strength prestressed concrete pipe pile 20. In the specific setting, one possible implementation manner is that the center of the tubular pile 20 coincides with the center of the closed area of the cross section of the component unit 10, for example, coincides with the center of the square in fig. 2, so that the tubular pile 20 is centrally disposed in the component unit 10, the uniformity of the overall force can be improved, and the tubular pile 20 is disposed in each component unit 10 by the same method. Specifically, when the soil cement waterproof curtain 30 is driven, the steel pipe member 1 is driven first, and then the tubular pile 20 is driven at the center of the closed area of each member unit 10.
Optionally, the side length of the square of the section unit of the steel pipe unit can be 0.6-2.0 m, the longitudinal height of the component unit 10 can be 10.0-30.0 m, and optionally, a small steel plate with a circular hole is welded in the middle of the male fastener 11 or the female fastener 12 on the side surface of each component unit 10 to serve as an earring for facilitating lifting during construction (not shown in the figure).
The composite pile with the advantages of rigidity and flexibility is formed by combining the cement soil, the assembled steel pipe component 1 and the high-strength prestressed pipe pile 20, so that the underground continuous wall can obtain higher foundation bearing capacity.
S4: after all the tubular piles 20 and the assembled steel pipe components 1 are driven, the surface laitance of the wall head of the underground diaphragm wall is cleaned, and the inner cavities of the tubular piles 20 are filled with cement mortar.
By the construction method, the wall head of the underground continuous wall only has a small amount of floating slurry, and is easy to clean. After cleaning, cement mortar is used for filling the inner cavity of the tubular pile 20 so as to further improve the strength and the bearing capacity of the underground continuous wall.
Wherein, the sand in the cement mortar adopts medium and fine sand, and the cement adopts ordinary portland cement with P.O 42.5.5 label.
In order to further improve the water stopping effect of the underground diaphragm wall, optionally, after the steel pipe member 1 is driven into the soil cement water stopping curtain 30, cement slurry is sequentially injected into the steel pipe structure of each of the male fasteners 11 until the cement slurry overflows from the groove structure of the female fastener 12 fastened with the male fastener 11. Through the injection of grout from the steel pipe structure, overflow from the groove structure of box 12 after filling, indicate that grout has filled the space of primary and secondary box.
In order to further improve the strength of the underground continuous wall, optionally, the embedding depth of the tubular pile 20 is greater than that of the cement soil water-stop curtain 30, and the embedding depth of the cement soil water-stop curtain 30 is greater than that of the steel pipe member 1, so that the underground space has a rigidity decreasing effect from top to bottom, which is consistent with the transmission and distribution rule of the additional stress in the foundation, and the underground continuous wall can obtain higher bearing capacity so as to bear the load of the superstructure.
The construction method of the underground continuous wall provided by the invention adopts prefabricated partsThe combined steel pipe member 1, the cement soil water-stop curtain 30 and the high-strength prestressed pipe pile 20 are combined in an underground space, the cement soil water-stop curtain 30 is arranged by adopting a down-the-hole impact high-pressure rotary jet pile construction method, and compared with other construction methods such as a deep cement mixing pile and the like, the construction method has the advantages of high speed, good construction quality and low cost, and is suitable for various complex stratum conditions. The time window that the strength is very low and becomes the plastic flow state before the initial setting of the cement soil is fully utilized, the high-strength prestressed pipe pile 20 and the assembled steel pipe component 1 are easily driven in a vibration or static pressure mode, and the construction speed is high; in addition, the cement soil and the high-strength prestressed pipe piles 20 are combined to form the composite pile with hardness and softness which is mutually complemented, and the underground continuous wall can obtain higher foundation bearing capacity. By adopting three different types of materials of the prefabricated steel pipe component 1, the cemented soil waterproof curtain 30 and the tubular pile 20, although the strength of cemented soil is lower, the strength of the other two materials is higher, and by reasonably adjusting the wall thickness of the prefabricated steel pipe unit and the length and the pile diameter of the high-strength prestressed tubular pile 20, the required engineering structure can be obtained through optimized designIntegral bodyStrength.
The embodiment also provides the underground continuous wall which is built by the construction method and has high structural strength and good quality.
Claims (9)
1. A construction method of an underground diaphragm wall is characterized by comprising the following steps:
fixing two grid structures on two sides of a pay-off position of an underground continuous wall to realize a wall guiding effect on the underground continuous wall;
arranging a cement soil waterproof curtain at a preset position of the underground continuous wall by adopting a down-the-hole impact high-pressure jet grouting pile construction method;
before the cement soil in the cement soil waterproof curtain is not condensed, a tubular pile and a steel pipe member are driven into the cement soil waterproof curtain;
after all tubular piles and assembled steel pipe components are drilled, floating slurry on the wall surface of the underground continuous wall is cleaned, and cement mortar is used for filling the inner cavity of the tubular piles;
the steel pipe members are of a frame structure formed by connecting steel pipes, each steel pipe member comprises a plurality of member units, and adjacent member units are connected with each other in advance through snap fasteners and then are driven into the cement soil waterproof curtain;
the tubular pile sets up in the component unit, the center of the closed surface that forms on the component unit cross section with the pile core coincidence of tubular pile.
2. The construction method according to claim 1, wherein driving a pipe pile and a steel pipe member into the soil cement waterproof curtain comprises:
the embedding depth of the cement waterproof curtain is required to be greater than that of the steel pipe member;
and the embedding depth of the tubular pile is greater than that of the cement soil waterproof curtain.
3. The construction method according to claim 1, wherein the adjacent component units are driven into the soil cement waterproof curtain by fastening snap fasteners, wherein the snap fasteners are a snap fastener arranged in one of the adjacent component units and a snap fastener arranged in the other component unit, and the two adjacent component units are embedded into the snap fasteners through a snap fastener sleeve to realize mutual connection.
4. The construction method according to claim 3, wherein each member unit is provided with at least two sub-fasteners or two female fasteners, which are respectively arranged on the periphery of the closed cross-section area of the member unit; the sub-fasteners are tubular structures connected to the component units through steel plates, and the tubular structures extend towards the depth direction of the embedding of the component units; the female fastener is connected to the component unit through a steel plate and is provided with a groove structure similar to an 8-shaped cavity, and the groove structure extends towards the embedded depth direction of the component unit; and the adjacent component units are embedded into the cavity of the groove structure through the tubular structure sleeve to realize interconnection.
5. The construction method according to claim 4, wherein the adjacent component units are driven into the soil cement waterproof curtain after confirming that the female and male fasteners are inserted into each other, and the method comprises:
and injecting cement slurry into the steel pipe structure of each sub-fastener in sequence after the steel pipe member is driven into the cement soil waterproof curtain until the slurry overflows from the groove structure of the female fastener buckled with the sub-fasteners.
6. The construction method according to claim 1, wherein the filling of the inner cavity of the pipe pile with cement mortar comprises,
the sand in the cement mortar adopts medium and fine sand, and the cement adopts ordinary portland cement marked with P.O 42.5.5.
7. The construction method according to any one of claim 1, wherein a center of a closed surface formed on a cross section of the member unit coincides with a pile center of the pipe pile, wherein the closed surface is in the shape of one of a square, a rectangle, a curved quadrilateral, a trapezoid or a circle.
8. The construction method according to any one of claims 1 to 7, wherein the pipe pile is a high-strength prestressed concrete pipe pile.
9. An underground diaphragm wall constructed by the construction method of any one of claims 1 to 8.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010770879.3A CN111733855A (en) | 2020-08-04 | 2020-08-04 | Construction method of underground continuous wall and underground continuous wall |
| CN202011023349.9A CN111980046A (en) | 2020-08-04 | 2020-09-25 | Underground continuous wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010770879.3A CN111733855A (en) | 2020-08-04 | 2020-08-04 | Construction method of underground continuous wall and underground continuous wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111733855A true CN111733855A (en) | 2020-10-02 |
Family
ID=72657121
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010770879.3A Withdrawn CN111733855A (en) | 2020-08-04 | 2020-08-04 | Construction method of underground continuous wall and underground continuous wall |
| CN202011023349.9A Pending CN111980046A (en) | 2020-08-04 | 2020-09-25 | Underground continuous wall and construction method thereof |
Family Applications After (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011023349.9A Pending CN111980046A (en) | 2020-08-04 | 2020-09-25 | Underground continuous wall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (2) | CN111733855A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114113542B (en) * | 2021-11-19 | 2023-11-14 | 湖南科技学院 | Rock-soil and underground engineering model test traffic dynamic load simulation device |
-
2020
- 2020-08-04 CN CN202010770879.3A patent/CN111733855A/en not_active Withdrawn
- 2020-09-25 CN CN202011023349.9A patent/CN111980046A/en active Pending
Also Published As
| Publication number | Publication date |
|---|---|
| CN111980046A (en) | 2020-11-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103306289B (en) | Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof | |
| CN108677924B (en) | Double-row miniature steel pipe pile grouting wall-forming partition structure and method | |
| CN110306593A (en) | A kind of station construction method | |
| CN105649090A (en) | Construction method for support combining steel sheet piles and stirring piles | |
| CN113266392B (en) | Pipe jacking construction method for penetrating through existing anchor cable group | |
| CN111236260A (en) | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof | |
| CN112323777A (en) | Hollow precast pile for rock embedding and rock embedding construction method using precast pile | |
| CN102966356A (en) | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake | |
| WO2023077552A1 (en) | Construction method for foundation pit enclosure and earth excavation | |
| CN112412472B (en) | Pipe-jacking working well wall reverse-acting system in soft soil area and construction method and application thereof | |
| CN111733855A (en) | Construction method of underground continuous wall and underground continuous wall | |
| CN210658340U (en) | Prefabricated dado | |
| CN110485230B (en) | Treatment structure and construction method of high-water-level soft soil bridge head roadbed | |
| KR20190109890A (en) | Composite phc pile for soil retaining wall | |
| CN105113513B (en) | Anti-seepage foundation pit supporting structure and construction method | |
| CN112227382A (en) | Double-row pile structure with water stopping function and construction method thereof | |
| CN111305220A (en) | Concrete support and structural top plate combined building system based on permanent and temporary combination and construction method thereof | |
| CN110258526A (en) | The method of prefabricated diaphram wall and construct outer wall of basement and floor | |
| CN115450221A (en) | Construction method for subway crossing river channel | |
| CN215630527U (en) | Assembled escape canal convenient to clearance silt | |
| CN212248222U (en) | Construction equipment for grouting thin-wall tubular pile | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN111962632A (en) | Rainwater sewer and construction method thereof | |
| CN212358356U (en) | Underground continuous wall | |
| CN112554205A (en) | PEC structure supporting pile and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| WW01 | Invention patent application withdrawn after publication | ||
| WW01 | Invention patent application withdrawn after publication |
Application publication date: 20201002 |