CN111827267A - Underground continuous wall construction method - Google Patents
Underground continuous wall construction method Download PDFInfo
- Publication number
- CN111827267A CN111827267A CN202010707237.9A CN202010707237A CN111827267A CN 111827267 A CN111827267 A CN 111827267A CN 202010707237 A CN202010707237 A CN 202010707237A CN 111827267 A CN111827267 A CN 111827267A
- Authority
- CN
- China
- Prior art keywords
- steel
- slots
- underground continuous
- continuous wall
- section
- 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- Withdrawn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
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention provides a construction method of an underground continuous wall, which comprises a single underground continuous wall and steel corner columns at the joint part of the single underground continuous wall, wherein the single underground continuous wall comprises steel slots which are transversely arranged on the inner side and the outer side, inner steel inserting plates are inserted into the slots of the adjacent steel slots on the inner side, outer steel inserting plates are inserted into the slots of the adjacent steel slots on the outer side, and I-steel for auxiliary support is connected between the outer steel slots and the inner steel slots in the construction stage. The steel angle column, the I-shaped steel, the steel slot and the steel inserting plate are vertically sunk into the soil in sections to form a steel box, then soil in the steel box is crushed, slurry is replaced, the I-shaped steel is pulled out, and concrete is poured into the slot section. And a reinforcement cage can be inserted as required. The invention cancels the process steps which are necessary to be carried out in the early stage and the later stage of the traditional underground diaphragm wall; continuous construction, complete forming and excellent quality; can be applied by small-sized construction machines; the construction period is greatly shortened, the adverse effect of construction is greatly reduced, and the economic and social benefits are remarkable.
Description
Technical Field
The invention relates to a construction method of an underground continuous wall.
Background
The underground continuous wall is formed by adopting a trenching machine on the ground, excavating a long and narrow deep groove along the peripheral axis of a deep excavation project under the condition of slurry wall protection, hoisting a reinforcement cage in the groove after cleaning the groove, then pouring underwater concrete by using a conduit method to build a unit groove section, and thus, the construction is carried out section by section (actually A, B sections at intervals), and a continuous reinforced concrete wall is built underground. The underground continuous wall is generally suitable for building underground buildings and structures, the area of the wall finished in one year in China reaches more than one million square meters, and almost all subway stations adopt the underground continuous wall.
The main process flow of the underground continuous wall construction is as follows: the method comprises the following steps of groove wall reinforcement, wall guide pouring, slurry wall protection, groove forming construction, underwater concrete pouring, wall section joint treatment and the like. The specific process function is as follows:
1. and (5) reinforcing the groove wall. In the soft soil area, soil bodies on the inner side and the outer side of the underground continuous wall are firstly reinforced in order to improve the grooving quality and prevent the groove wall from collapsing during grooving.
2. And (4) a guide wall. Guide walls are typically cast-in-place reinforced concrete structures. The main functions are as follows: ensuring the designed geometric size and shape of the underground continuous wall; partial slurry is stored, so that the stability of the liquid level during the tank forming construction is ensured; bear the load of the grooving machine, protect the notch earth wall from damaging, and as the benchmark of installation framework of steel reinforcement.
3. And (5) mud is used for protecting the wall. The slurry applies pressure to the wall of the groove to protect the shape of the dug deep groove from changing, and the slurry is replaced by pouring concrete.
4. And (5) grooving construction. The special machines used for grooving are: rotary cutting multi-bit drills, guide plate grab buckets, impact drills, and the like.
5. And (5) pouring concrete underwater. The method is carried out according to an underwater concrete pouring method by adopting a conduit method.
6. And (5) performing joint treatment on the wall sections. The underground continuous wall is formed by splicing a plurality of wall sections, in order to keep continuous construction between the wall sections, the joint adopts a fore shaft pipe process, and the rigid joint is also arranged according to the stress requirement of the wall structure, so that two successive wall sections are connected into a whole.
The construction process of the underground continuous wall which is not negligible in engineering and is unchanged for decades has the following problems: 1) and slurry wall protection and sectional construction. This inevitably leads to problems of wall segment quality and adjacent wall segments not being able to align and leak water; 2) under some special geological conditions (such as soft soil, filling and laminating layers containing boulders, super-hard rocks and the like), the construction difficulty is very high, and the work efficiency is low; 3) the process is multiple, the cost is high, and the construction period is long. Firstly, reinforcing the wall of the wall, manufacturing a guide wall, then pouring the wall section body, and later manufacturing the water stop at the joint position of the wall section. Because of the problem of water leakage at the joint position, almost all outer walls of the subway station are laminated walls (namely a layer of reinforced concrete wall is poured and tamped in the constructed underground continuous wall), the underground continuous walls used by other projects are either laminated walls or composite walls (namely a layer of brick wall is built in the constructed underground continuous wall), and the outer sides (soil facing sides) of the joint positions of all underground continuous walls need to be provided with high-pressure jet grouting piles for stopping water, and the quality of the high-pressure jet grouting piles is worried and almost zero in long-term effectiveness.
Disclosure of Invention
The invention improves the problems, namely the technical problems to be solved by the invention are as follows: the existing construction method of the underground continuous wall has more process steps and low construction efficiency; the process quality and the reliability are poor; the cost is high, and the construction has a large influence on the periphery.
The specific embodiment of the invention is as follows: the underground continuous wall construction method comprises the following working steps of:
1) arranging steel angle columns at the joint of the single underground diaphragm wall, dividing the steel angle columns into a plurality of sections along the vertical direction, hoisting by a crane, vibrating each section of steel angle column into a soil body one by using a vibration hammer, and welding and connecting each section of vertically adjacent steel angle columns;
2) i-beams are uniformly arranged along each single underground diaphragm wall, steel slots are respectively vertically arranged on the outer sides of two flanges of the I-beams, the I-beams and the steel slots are vertically and correspondingly divided into a plurality of sections, the sections are hoisted by a crane and are vibrated into soil by a vibration hammer, vertically adjacent sections of the I-beams and the steel slots are welded and connected, and each section of the I-beams is detachably connected with the steel slot on the side;
3) inserting and punching an inner steel inserting plate between adjacent steel inserting grooves in the same row at the inner side, inserting and punching an outer steel inserting plate between adjacent steel inserting grooves in the same row at the outer side, dividing the inner steel inserting plate and the outer steel inserting plate into a plurality of sections along the vertical direction, hoisting the sections by a crane, vibrating the sections into a soil body by a vibration hammer, and welding and connecting each section of the vertically adjacent inner steel inserting plate and each section of the outer steel inserting plate;
after the steps are completed, a continuous single-width steel box is formed among the inner steel inserting plate, the outer steel inserting plate and the adjacent I-shaped steel;
4) crushing soil bodies in each single steel box and each steel corner column by using mechanical equipment to form slurry;
5) carrying out slurry replacement in each single steel box and each steel corner column;
6) removing the I-steel to form a single underground continuous wall groove section;
7) and inserting a reinforcement cage in the groove section and pouring concrete into the groove section and the steel corner columns.
Preferably, the steel corner post is enclosed by steel sheet or shaped steel and steel sheet welding and closes and forms, and the outer peripheral face of steel corner post is welded and is corresponded the corner post steel slot that sets up in opposite directions with adjacent steel slot notch, insert the outer steel picture peg that is located the outside and be located the inboard interior steel picture peg between corner post steel slot and the adjacent steel slot notch.
Preferably, the I-steel is a steel lattice column or a single section, the cross sections of the I-steel are the same in height, and the cross sections of the steel slots are the same in height.
Preferably, an end steel plate is welded at the bottom end of the steel slot of the bottommost section, the end steel plate is bent and buckled on a flange at the bottom end of the I-shaped steel, and a round hole is reserved at the upper end of each section of the steel slot; an opening coaxial with the round hole is reserved at the position, corresponding to the round hole of the steel slot, of the flange of the I-shaped steel; inserting a steel bar into the steel slot and the round hole corresponding to the joist steel when each segment of joist steel is driven into the beginning, pulling out the steel bar after each segment of joist steel is driven into the soil body, and repeating the steps; and each section of the steel slot is connected by welding.
Preferably, the outer edges of the sections of the steel corner post, the outer steel insert plate and the inner steel insert plate are kept flush.
Preferably, in the step (4), soil in each single steel box and each steel angle column can be crushed by one or more machines selected from a punching machine, a drilling machine, a rotary drilling machine, a screw pile machine, a stirring pile machine and a double-wheel milling machine; or high-pressure water direct flushing and high-pressure jet grouting pile water jet grouting are adopted for crushing, or mechanical and hydraulic combined crushing is adopted.
Preferably, the depth of concrete placement in the monolithic underground continuous wall groove section is more than or equal to the steel reinforcement cage depth in the monolithic underground continuous wall groove section, the steel reinforcement cage depth is more than or equal to the I-steel depth of penetrating into the soil, the I-steel depth of penetrating into the soil is more than or equal to the outer steel picture peg and the interior steel picture peg depth of penetrating into the soil of monolithic underground continuous wall groove section in the monolithic underground continuous wall groove section.
Preferably, the steel bar cage can be inserted before the concrete pouring, and can also be inserted before the initial setting after the concrete pouring.
Preferably, the external steel inserting plate is pulled out after the concrete pouring construction molding is carried out and the design strength is reached.
Compared with the prior art, the invention has the following beneficial effects: 1. the wall reinforcement and the guide wall which are usually done in the prior art of the traditional underground continuous wall are cancelled, the water stop (comprising a superposed wall, a composite wall, a high-pressure jet grouting pile on the soil facing side and the like) which is necessary to be done in the later stage of the traditional underground continuous wall is cancelled, the construction period is about half of the conventional construction period, the construction efficiency is greatly improved, and the adverse effect of the construction on the city is greatly reduced; 2. the underground continuous wall is continuously constructed and integrally formed, so that the quality problem between wall panels inevitably caused by one-panel construction and jumping construction of the traditional underground continuous wall is avoided; 3. the quality of the underground continuous wall poured and stamped between the inner steel inserting plate and the outer steel inserting plate is superior to that of the traditional underground continuous wall; 4. the construction can be carried out by adopting small-sized construction machines, the requirements on construction operation sites and the requirements on leasing and using large-sized machinery are reduced, and the manufacturing cost and rent are saved; 4. the cost is reduced, the construction period is shortened, risks and adverse effects on the society are reduced, and the economic and social benefits are remarkable.
Drawings
FIG. 1 is a schematic view of the structure of the present invention.
FIG. 2 is a schematic view showing the connection between the steel slot and the I-beam according to the present invention.
FIG. 3 is a view showing a cross section A-A of the bottom section of the steel socket of FIG. 2 according to the present invention.
Fig. 4 is a cross-sectional view of the steel corner post of the present invention.
In the figure: 1. i-shaped steel; 2. a steel slot; 21. steel plate at the end of the steel slot; 22. steel slots for corner posts; 3. an outer steel inserting plate; 31. an inner steel flashboard; 4. a reinforcement cage; 5. concrete; 6. a steel corner post; 7. a steel bar.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1 to 4, a method for constructing an underground continuous wall comprises a single underground continuous wall and steel corner posts 6 located at the joint of the single underground continuous wall and connected with the single underground continuous wall, wherein the single underground continuous wall comprises steel slots 2 which are transversely arranged in pairs at the inner side and the outer side, the steel slots 2 are formed by a pair of H-shaped pieces with notches arranged in the opposite directions, inner steel inserting plates 31 are inserted into opposite notches of the adjacent steel slots 2 in the same row at the inner side, outer steel inserting plates 3 are inserted into opposite notches of the adjacent steel slots in the same row at the outer side, a reinforcement cage 4 is placed between the outer steel inserting plates 3 and the inner steel inserting plates 31, concrete 5 is poured in the opposite notches, and a letter steel 1 for auxiliary support is arranged between the outer steel slots 2 and the inner steel slots 2 in the construction stage;
the construction method of the underground continuous wall comprises the following working steps:
1) the method comprises the following steps that steel corner columns 6 are arranged at the connection positions of the single underground diaphragm walls in a striking mode, the steel corner columns are formed by welding and enclosing steel plates or section steel and the steel plates, the steel corner columns are divided into a plurality of sections along the vertical direction, a crane is used for lifting the steel corner columns, a vibration hammer is used for vibrating the steel corner columns into a soil body, and every section of vertically adjacent steel corner columns are connected in a welding mode;
2) i-steel 1 is uniformly arranged along the axis of each single underground diaphragm wall (or according to design requirements), the distance between the I-steel can be different according to the length of each single diaphragm wall, steel slots 2 are respectively erected outside the flanges of the I-steel 1, the I-steel and the steel slots are vertically and correspondingly divided into a plurality of sections, the sections are hoisted by a crane and vibrated into soil by a vibration hammer, then, the vertically adjacent sections of the I-steel 1 and the steel slots 2 are respectively welded and connected, and each section of the I-steel is detachably connected with the steel slots on the side;
3) inserting and punching an inner steel inserting plate 31 between the adjacent steel inserting grooves 2 in the same row at the inner side, inserting and punching an outer steel inserting plate 3 between the adjacent steel inserting grooves 2 in the same row at the outer side, dividing the inner steel inserting plate and the outer steel inserting plate into a plurality of sections along the vertical direction, hoisting the sections by a crane, vibrating the sections into a soil body by a vibration hammer, and welding and connecting each section of the vertically adjacent inner steel inserting plate and each section of the outer steel inserting plate;
after the steps are completed, a continuous single-width steel box is formed among the inner steel inserting plate 31, the outer steel inserting plate 3 and the adjacent I-shaped steel 1;
4) adopting one or more machines of punching, drilling machines, rotary excavating machines, screw pile machines, mixing pile machines, double-wheel milling machines or other machines; or high-pressure water direct flushing and high-pressure rotary spraying pile rotary spraying are adopted for water spraying; or the machine and the water power are combined for use, soil bodies in the steel box and the steel corner column are crushed, and slurry is formed;
5) carrying out slurry replacement in each single steel box and each steel corner column;
6) removing the I-steel 1 to form a single underground continuous wall groove section;
7) inserting a reinforcement cage 4 into the groove section;
8) concrete 5 is poured into the trough section. The insertion of the reinforcement cage 4 may be performed before the concrete 5 is poured or before the initial setting after the concrete is poured.
The outer peripheral face of steel corner post 6 has welded the corner post steel slot 22 that sets up with adjacent steel slot 2 notch correspondence in opposite directions, insert the outer steel picture peg 3 that is located the outside and be located inboard interior steel picture peg 31 between angle post steel slot 22 and the adjacent steel slot 2 notch.
The I-steel can be a steel lattice column or a single section, in order to keep the thickness of the underground continuous wall consistent up and down, the height of each section of the cross section of the I-steel 1 is kept consistent, and the height of each section of the steel slot 2 and the angle column steel slot 22 is kept consistent.
An end steel plate 21 is welded at the bottom end of the steel slot 2 of the bottommost section, the end steel plate 21 is buckled on a flange at the bottom end of the I-shaped steel 1, and a round hole is reserved at the upper end of each section of the steel slot 2; a hole coaxial with the round hole is reserved at the position, corresponding to the round hole of the steel slot 2, of the flange of the I-shaped steel 1; inserting a steel bar 7 into corresponding round holes of the steel slot 2 and the I-steel 1 at the beginning of driving each section of I-steel 1, pulling out the steel bar 7 after each section of I-steel is driven into the soil body, and repeating the steps; and each vertically adjacent section of the steel slot 2 is welded and connected.
The I-steel 1 and the steel slots 2 on the inner side and the outer side of the I-steel are sunk synchronously by using the steel bar 7, the stability of the steel slots 2 on the inner side and the outer side in the sinking process is ensured, and the I-steel can be reused after the I-steel 1 is pulled out, so that the manufacturing cost is greatly saved.
The total length of the steel corner post 6, the outer steel inserting plate 3 and the inner steel inserting plate 31 and the specification of materials used by each section divided vertically are determined according to mechanical requirements, and the outer edges of each section of the steel corner post 6, the outer steel inserting plate 3 and the inner steel inserting plate 31 are kept flush, so that the steel corner post 6, the outer steel inserting plate 3 and the inner steel inserting plate 31 of each vertical section can be connected in a welding mode.
The degree of depth that concrete 5 pours into in the monolithic underground continuous wall groove section is more than or equal to 4 degree of depth of steel reinforcement cage in the monolithic underground continuous wall groove section, 4 degree of depth of steel reinforcement cage are more than or equal to 1 degree of depth of burial of I-steel, 1 degree of depth of burial of I-steel is more than or equal to the outer steel picture peg 3 and the 31 degree of depth of burial of interior steel picture peg of monolithic underground continuous wall groove section in the monolithic underground continuous wall groove section. The underground continuous wall usually has the functions of stress and waterproof curtains, and when the wall is deep and only needs to stop water without stress, the underground continuous wall can take soil and pour concrete to the deep according to the requirements in the steel box. Compared with the traditional underground continuous wall process, the method changes the channel wall reinforcement and no template of the traditional construction process into the arrangement of the steel templates (namely the inner steel inserting plate and the outer steel inserting plate), the depth of the steel templates can only be arranged below the bottom plate of the underground structure body, on one hand, the wall quality (template effect) of the underground continuous wall is practically improved, on the other hand, the steel templates can be used as a part of a permanent structure to participate in the stress of the underground continuous wall, at the moment, a large-diameter and heavy steel reinforcement cage arranged on the traditional underground continuous wall due to the stress requirement can be greatly slimmed, and therefore, the adopted hoisting machine tool and the like can be miniaturized.
In addition, in the actual construction process, the external steel inserting plate 3 can be pulled out for recycling after the concrete 5 is poured, constructed and molded according to requirements and reaches the design strength, so that the cost is reduced.
If the invention discloses or relates to parts or structures which are fixedly connected to each other, the fixedly connected parts can be understood as follows, unless otherwise stated: a detachable fixed connection (for example using bolts or screws) is also understood as: non-detachable fixed connections (e.g. riveting, welding), but of course, fixed connections to each other may also be replaced by one-piece structures (e.g. manufactured integrally using a casting process) (unless it is obviously impossible to use an integral forming process).
In addition, terms used in any technical solutions disclosed in the present invention to indicate positional relationships or shapes include approximate, similar or approximate states or shapes unless otherwise stated.
Any part provided by the invention can be assembled by a plurality of independent components or can be manufactured by an integral forming process.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention and not to limit it; although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art will understand that: modifications to the specific embodiments of the invention or equivalent substitutions for parts of the technical features may be made; without departing from the spirit of the present invention, it is intended to cover all aspects of the invention as defined by the appended claims.
Claims (9)
1. The underground continuous wall construction method is characterized by comprising a single underground continuous wall and steel corner columns which are located at the joint of the single underground continuous wall and connected with the single underground continuous wall, wherein the single underground continuous wall comprises steel slots which are transversely arranged in pairs on the inner side and the outer side, the steel slots are I-shaped pieces with a pair of oppositely arranged notches, inner steel inserting plates are inserted into the opposite notches of the steel slots which are adjacent on the same row on the inner side, outer steel inserting plates are inserted into the opposite notches of the steel slots which are adjacent on the same row on the outer side, a steel reinforcement cage is placed between the outer steel inserting plates and the inner steel inserting plates, concrete is poured between the outer steel slots and the inner steel slots, and character steel for auxiliary support is arranged between the outer steel slots and the inner steel slots in the construction stage, and the underground continuous wall construction method comprises the following working steps:
1) arranging steel angle columns at the joint of the single underground diaphragm wall, dividing the steel angle columns into a plurality of sections along the vertical direction, hoisting by a crane, vibrating each section of steel angle column into a soil body one by using a vibration hammer, and welding and connecting each section of vertically adjacent steel angle columns;
2) i-beams are uniformly arranged along each single underground diaphragm wall, steel slots are respectively vertically arranged on the outer sides of two flanges of the I-beams, the I-beams and the steel slots are vertically and correspondingly divided into a plurality of sections, the sections are hoisted by a crane and are vibrated into soil by a vibration hammer, vertically adjacent sections of the I-beams and the steel slots are welded and connected, and each section of the I-beams is detachably connected with the steel slot on the side;
3) inserting and punching an inner steel inserting plate between adjacent steel inserting grooves in the same row at the inner side, inserting and punching an outer steel inserting plate between adjacent steel inserting grooves in the same row at the outer side, dividing the inner steel inserting plate and the outer steel inserting plate into a plurality of sections along the vertical direction, hoisting the sections by a crane, vibrating the sections into a soil body by a vibration hammer, and welding and connecting each section of the vertically adjacent inner steel inserting plate and each section of the outer steel inserting plate;
after the steps are completed, a continuous single-width steel box is formed among the inner steel inserting plate, the outer steel inserting plate and the adjacent I-shaped steel;
4) crushing soil bodies in each single steel box and each steel corner column by using mechanical equipment to form slurry;
5) carrying out slurry replacement in each single steel box and each steel corner column;
6) removing the I-steel to form a single underground continuous wall groove section;
7) and inserting a reinforcement cage in the groove section and pouring concrete into the groove section and the steel corner columns.
2. The underground diaphragm wall construction method according to claim 1, wherein the steel corner post is formed by welding and enclosing steel plates or section steel and steel plates, corner post steel slots oppositely arranged corresponding to adjacent steel slot notches are welded on the outer peripheral surface of the steel corner post, and an outer steel insertion plate positioned on the outer side and an inner steel insertion plate positioned on the inner side are inserted between the corner post steel slots and the adjacent steel slot notches.
3. The underground diaphragm wall construction method according to claim 1, wherein the I-steel is a steel lattice column or a single section bar, the cross-sectional heights of the sections of the I-steel are the same, and the cross-sectional heights of the sections of the steel slots are the same.
4. The underground continuous wall construction method according to claim 1, wherein an end steel plate is welded at the bottom end of the steel slot of the bottommost section, the end steel plate is bent and buckled on a flange at the bottom end of the I-shaped steel, and a round hole is reserved at the upper end of each section of the steel slot; an opening coaxial with the round hole is reserved at the position, corresponding to the round hole of the steel slot, of the flange of the I-shaped steel; inserting a steel bar into the steel slot and the round hole corresponding to the joist steel when each segment of joist steel is driven into the beginning, pulling out the steel bar after each segment of joist steel is driven into the soil body, and repeating the steps; and each section of the steel slot is connected by welding.
5. A method of constructing an underground diaphragm wall according to claim 1 wherein the outer edges of the sections of the steel corner posts, the outer steel insertion plate and the inner steel insertion plate are flush.
6. The underground continuous wall construction method according to claim 1, wherein in the step (4), soil in each single steel box and each steel angle column can be crushed by one or more machines selected from a punching machine, a drilling machine, a rotary drilling machine, a screw pile machine, a stirring pile machine and a double-wheel milling machine; or high-pressure water direct flushing and high-pressure jet grouting pile water jet grouting are adopted for crushing, or mechanical and hydraulic combined crushing is adopted.
7. The underground continuous wall construction method according to claim 1, wherein the concrete pouring depth in the groove section of the single underground continuous wall is greater than or equal to the depth of a reinforcement cage in the groove section of the single underground continuous wall, the depth of the reinforcement cage is greater than or equal to the I-steel soil penetration depth, and the I-steel soil penetration depth in the groove section of the single underground continuous wall is greater than or equal to the soil penetration depth of the outer steel inserting plate and the inner steel inserting plate of the groove section of the single underground continuous wall.
8. A method of constructing an underground diaphragm wall according to claim 1, wherein the insertion of the reinforcement cage is performed before the concrete is poured or before the initial setting after the concrete is poured.
9. The underground diaphragm wall construction method according to claim 7, wherein the external steel insert plates are removed after the concrete pouring construction is formed and the design strength is reached.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010707237.9A CN111827267A (en) | 2020-07-21 | 2020-07-21 | Underground continuous wall construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010707237.9A CN111827267A (en) | 2020-07-21 | 2020-07-21 | Underground continuous wall construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111827267A true CN111827267A (en) | 2020-10-27 |
Family
ID=72923753
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010707237.9A Withdrawn CN111827267A (en) | 2020-07-21 | 2020-07-21 | Underground continuous wall construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111827267A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1095125A (en) * | 1994-02-08 | 1994-11-16 | 孔清华 | Dry construction wall-building method of underground continuous wall and device thereof |
| CN1129273A (en) * | 1995-11-01 | 1996-08-21 | 孔清华 | Technology for forming underground continuous wattled wall and apparatus thereof |
| JPH108455A (en) * | 1996-06-19 | 1998-01-13 | Kumagai Gumi Co Ltd | Continuous water cut-off wall |
| JP2000008369A (en) * | 1998-06-23 | 2000-01-11 | Miki Juki Kogyo Kk | Earth retaining wall forming method in pit excavating construction method |
| CN101736749A (en) * | 2008-11-06 | 2010-06-16 | 上海市城市建设设计研究院 | Method for constructing soft soil foundation continuous caisson |
-
2020
- 2020-07-21 CN CN202010707237.9A patent/CN111827267A/en not_active Withdrawn
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1095125A (en) * | 1994-02-08 | 1994-11-16 | 孔清华 | Dry construction wall-building method of underground continuous wall and device thereof |
| CN1129273A (en) * | 1995-11-01 | 1996-08-21 | 孔清华 | Technology for forming underground continuous wattled wall and apparatus thereof |
| JPH108455A (en) * | 1996-06-19 | 1998-01-13 | Kumagai Gumi Co Ltd | Continuous water cut-off wall |
| JP2000008369A (en) * | 1998-06-23 | 2000-01-11 | Miki Juki Kogyo Kk | Earth retaining wall forming method in pit excavating construction method |
| CN101736749A (en) * | 2008-11-06 | 2010-06-16 | 上海市城市建设设计研究院 | Method for constructing soft soil foundation continuous caisson |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP6010070B2 (en) | Temporary closing method for existing underwater structures | |
| KR100722665B1 (en) | Steel guide wall for construction of underground diaphragm wall and construction method of underground diaphragm wall using the same | |
| KR102009077B1 (en) | Earth retaining wall construction method using castinplace concrete pile of impermeable peristyle type | |
| JP2018024982A (en) | Reinforcement method and reinforcement structure of existing pile foundation | |
| KR20140055639A (en) | A execution method of architecture beam | |
| CN112832257A (en) | Foundation pit enclosure type LHW construction method | |
| CN105649094A (en) | Three-wall steel cofferdam for deepwater foundation bearing platform construction and construction method of three-wall steel cofferdam | |
| CN111827349B (en) | Method for quickly constructing underground structure of subway station by adopting combined structure technology | |
| CN111809662B (en) | Subway station underground structure combination construction method | |
| JP2018009336A (en) | Underground space construction method | |
| CN110512649B (en) | Underground excavation construction method for additionally arranging basement and communication channel structure under existing building | |
| CN111827265A (en) | Construction method of steel reinforced concrete underground continuous wall | |
| JP6710999B2 (en) | Temporary receiving method for existing structures | |
| KR102021496B1 (en) | Retaining wall construction method and retaining wall structure by the method | |
| CN111827266B (en) | Method for constructing underground continuous wall by using steel caisson technology | |
| CN111827267A (en) | Underground continuous wall construction method | |
| KR102259961B1 (en) | Pile reinforcement guide device and its construction method | |
| KR101219451B1 (en) | Concrete structure and construction method for the same, constructing method of underground wall as a retaining structural wall used in the same | |
| CN105625468B (en) | A kind of method of construction of multi-layer underground building | |
| JP4146250B2 (en) | Open caisson bottom plate construction method | |
| CN217269185U (en) | Gravel stratum mud pit enclosing structure | |
| CN111827264A (en) | Method for constructing steel reinforced concrete underground continuous wall by using steel caisson technology | |
| CN115262568B (en) | Deepening support and excavation construction method based on zero-field deep foundation pit | |
| CN215165760U (en) | Recoverable combined steel structure open caisson | |
| JP2571426B2 (en) | Construction method of retaining wall |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WW01 | Invention patent application withdrawn after publication | ||
| WW01 | Invention patent application withdrawn after publication |
Application publication date: 20201027 |