CN115162413A - Anti-floating structure suitable for mechanical construction of vertical shaft and construction method thereof - Google Patents
Anti-floating structure suitable for mechanical construction of vertical shaft and construction method thereof Download PDFInfo
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- CN115162413A CN115162413A CN202210889305.7A CN202210889305A CN115162413A CN 115162413 A CN115162413 A CN 115162413A CN 202210889305 A CN202210889305 A CN 202210889305A CN 115162413 A CN115162413 A CN 115162413A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/12—Manhole shafts; Other inspection or access chambers; Accessories therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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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
- E02D5/22—Piles
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention provides an anti-floating structure suitable for a mechanical construction shaft, which comprises a shaft wall of the mechanical construction shaft and an oblique uplift pile arranged obliquely, wherein the oblique uplift pile is connected with the shaft wall of the mechanical construction shaft through a connecting beam, the bottom of the shaft wall of the mechanical construction shaft is sealed by a bottom sealing structure, and a shaft bottom plate is arranged above the bottom sealing structure. The invention also provides a construction method of the anti-floating structure, which is suitable for constructing the vertical shaft by a mechanical method, and comprises the following steps: when the vertical shaft is constructed by adopting a mechanical method, one or two of the externally expanded sealing bottom structure and the oblique uplift pile is/are selected to resist floating according to the anti-floating requirement of the vertical shaft. The anti-floating measure provided by the invention has better adaptability with the vertical shaft constructed by a mechanical method, fully utilizes the self weight and the frictional resistance of the soil body to resist floating, gives full play to the utility of the uplift pile, avoids increasing the scale of the vertical shaft, and has better economy.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to an anti-floating structure suitable for constructing a vertical shaft by a mechanical method and a construction method thereof.
Background
The vertical shaft is a common underground structure and is constructed by adopting an open cut method or an open caisson method. When the open cut method is adopted for construction, the shallow shaft shown in figure 1 mainly utilizes the anti-floating wall toe 1 of the structural bottom plate of the open cut shaft to resist floating, and the deep shaft shown in figure 2 utilizes the open cut foundation pit fender post 2 and the top plate earthing 3 to resist water buoyancy (due to underground and subsurface flow, water is contained in soil). When the traditional open caisson method is adopted for construction as shown in figure 3, the anti-floating problem is solved mainly by adding the vertical uplift pile 6, the internal backfill 7 and other measures.
The method adopts special mechanical equipment to excavate the vertical shaft, controls the sinking or lifting of the shaft wall structure of the vertical shaft by a vertical lifting system (the vertical lifting system controls the sinking or lifting of the reinforcing steel structure of the shaft wall), does not have an anti-floating wall toe 1 of a bottom plate of the traditional open-cut vertical shaft structure and does not have a fender post 2 of the open-cut deep vertical shaft, and only depends on the self weight of the shaft wall 13 of the vertical shaft, the side friction resistance of the shaft wall and the ground, the dead weight of bottom sealing concrete and the dead weight of a bottom plate of a post-cast structure to resist water buoyancy as the traditional open-cut vertical shaft construction method. If the depth or the diameter of the vertical shaft is further increased, the scheme of increasing the thickness of the shaft wall, increasing the thickness of the bottom sealing concrete, increasing the length of the vertical uplift pile or combining a plurality of measures is required, but certain problems exist:
the scheme for increasing the thickness of the well wall is as follows: the diameter of the vertical shaft needs to be further increased, and according to related engineering experience and calculation, the increase range of the diameter of the vertical shaft is large, the economical efficiency is poor, the requirement on mechanical equipment is high, and the implementation difficulty is high;
the scheme for increasing the thickness of the bottom sealing concrete is as follows: according to related engineering experience and calculation, the scheme needs more increase of the depth of a vertical shaft, increases construction difficulty, increases construction risk and has poor economy;
lengthening the vertical uplift pile scheme: the vertical length of the pile is increased more and the economical efficiency is poor because the vertical shaft needs to be avoided to float upwards to influence the soil body range.
Therefore, a new anti-floating structure suitable for the mechanical construction of the shaft is needed to be designed to improve the safety and economy of the mechanical construction of the shaft.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides an anti-floating structure suitable for constructing a vertical shaft by a mechanical method and a construction method thereof, and at least solves part of problems in the prior art.
The invention is realized by the following steps:
the invention provides an anti-floating structure suitable for a mechanical construction shaft, which comprises a shaft wall of the mechanical construction shaft and an oblique uplift pile arranged obliquely, wherein the oblique uplift pile is connected with the shaft wall of the mechanical construction shaft through a connecting beam, the bottom of the shaft wall of the mechanical construction shaft is sealed by a bottom sealing structure, and a shaft bottom plate is arranged above the bottom sealing structure.
Further, the bottom sealing structure comprises a first bottom sealing part and a second bottom sealing part, wherein the first bottom sealing part is located outside the wall of the mechanical construction shaft well, the second bottom sealing part is located inside the wall of the mechanical construction shaft well, the first bottom sealing part is expanded outwards along the horizontal direction, the outer diameter of the first bottom sealing part is larger than that of the mechanical construction shaft well, and a shaft bottom plate is arranged at the top of the second bottom sealing part.
Further, the horizontal distance of the first sealing bottom extending outwards from the wall of the mechanical construction shaft is 1.0-1.5 m.
The invention also provides a construction method of the anti-floating structure, which is suitable for constructing the vertical shaft by a mechanical method, and comprises the following steps: when the vertical shaft is constructed by adopting a mechanical method, one or two of the externally expanded sealing bottom structure and the oblique uplift pile is/are selected to resist floating according to the anti-floating requirement of the vertical shaft.
Further, the bottom sealing structure comprises:
s1, excavating a vertical shaft by adopting a vertical shaft machine, wherein a well wall structure sinks gradually along with an excavation surface, and when the well wall structure sinks to a designed elevation, the construction machine is used for laterally expanding excavation;
s2, determining the outward expansion range of the back cover structure according to engineering geological conditions, pouring concrete after the outward expansion range is finished according to preset requirements, forming the outward expansion back cover structure, meeting the back cover and providing larger anti-floating counter force.
Further, in S1, the stratum which cannot be self-stabilized under the action of the slurry is pre-consolidated before the shaft is sunk.
Furthermore, after the construction of the bottom sealing structure is completed, an oblique uplift pile is arranged, the friction resistance of the stratum around the shaft wall of the shaft is utilized for resisting floating, and a connecting beam is arranged through a well mouth to connect the oblique uplift pile and the shaft wall of the shaft constructed by a mechanical method, so that extra anti-floating force is provided.
The invention has the following beneficial effects:
1. the method is based on the characteristics of the mechanical method construction of the vertical shaft, and the anti-floating measure is formulated, so that the method has strong pertinence and adaptability; according to the invention, through the external-expansion bottom sealing structure, the self weight of the soil body on the upper part of the external-expansion structure is utilized to resist floating; the invention provides anti-floating counter force by maximally utilizing the self weight or frictional resistance of the soil body, thereby avoiding increasing the scale (diameter and depth) of the vertical shaft, reducing the construction risk, having higher safety and better economy; the inclined uplift pile is obliquely crossed with the soil body range line influenced by the upward floating of the vertical shaft, so that more frictional resistance is provided under the condition of the same length of the uplift pile; the prior art and mechanical equipment can realize outward expansion of a back cover structure and driving of an oblique uplift pile, and the method is convenient to implement.
2. The anti-floating measure provided by the invention has better adaptability with the vertical shaft constructed by a mechanical method, fully utilizes the self weight and the frictional resistance of the soil body to resist floating, gives full play to the utility of the uplift pile, avoids increasing the scale of the vertical shaft, has better economy and has wider application prospect.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is an anti-floating structure of a shallow shaft by an open cut method in the prior art;
FIG. 2 is an anti-floating structure of a deep shaft by an open cut method in the prior art;
FIG. 3 is an anti-floating structure constructed by the conventional open caisson method;
fig. 4 is a schematic view of an anti-floating structure of a vertical shaft suitable for mechanical construction according to an embodiment of the invention.
In the figure: 1-open cut shaft structure bottom plate anti-floating wall toe, 2-fender pile, 3-roof covering soil, 4-capping beam, 5-open cut shaft structure, 6-vertical uplift pile, 7-internal backfilling, 8-traditional open caisson method wall structure, 9-traditional open caisson method bottom plate, 10-traditional open caisson method bottom sealing, 11-connecting beam, 12-shaft upward floating influence soil body range line, 13-mechanical method construction shaft wall, 14-mechanical method construction shaft bottom plate, 15-mechanical method construction shaft bottom sealing structure, 16-oblique uplift pile, 17-anti-floating wall toe upper soil body, 18-soil body reinforcement, and 19-expanding excavation outline.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to 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 those shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention.
The terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or to implicitly indicate the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature.
Referring to fig. 1 to 4, an anti-floating structure suitable for a mechanical method construction shaft is provided in an embodiment of the present invention, and includes a mechanical method construction shaft wall 13 and obliquely arranged oblique anti-floating piles 16, where the oblique anti-floating piles 16 are connected to the mechanical method construction shaft wall 13 through tie beams 11 (capping beams), the bottom of the mechanical method construction shaft wall 13 is sealed by a bottom sealing structure 15 (bottom sealing concrete), and a shaft bottom plate 14 (post-cast structure bottom plate) is arranged above the bottom sealing structure 15. The bottom sealing structure 15 comprises a second bottom sealing part located in the mechanical construction shaft wall 13 and a first bottom sealing part located outside the mechanical construction shaft wall 13, a shaft bottom plate 14 is arranged at the top of the second bottom sealing part, the first bottom sealing part is expanded outwards along the horizontal direction, and the outer diameter of the first bottom sealing part is larger than that of the mechanical construction shaft wall 13. The horizontal distance of the first sealing bottom extending out of the shaft wall 13 of the mechanical construction shaft is 1.0-1.5 m (namely, D in figure 4 can be 1.0-1.5 m).
Fig. 4 shows the soil body reinforcement 18 area, the expanding excavation range (expanding excavation outline 19) of the back cover structure 15 is determined according to engineering geological conditions, such as the stratum which can not be self-stabilized under the action of slurry, the stratum can be pre-reinforced before the vertical shaft is sunk, and the reinforcing measures can adopt rotary spraying piles, stirring piles, MJS construction piles or other measures according to stratum conditions.
The embodiment of the invention provides a construction method of an anti-floating structure, which is suitable for constructing a vertical shaft by a mechanical method, and comprises the following steps: when the vertical shaft is constructed by adopting a mechanical method, one or two of the externally expanded sealing bottom structure and the oblique uplift pile is/are selected to resist floating according to the anti-floating requirement of the vertical shaft. The back cover structure expands outward and includes:
s1, excavating a vertical shaft by adopting a special vertical shaft machine, wherein a well wall structure sinks gradually along with an excavation surface, and when the well wall structure sinks to a designed elevation, laterally expanding and excavating by utilizing a construction machine; in S1, performing stratum pre-reinforcement (soil body reinforcement 18) before sinking the vertical shaft on the stratum which cannot be self-stabilized under the action of mud;
s2, determining the outward expansion range of the back cover structure 15 according to engineering geological conditions, pouring concrete after the outward expansion range is finished according to preset requirements, forming the outward expansion back cover structure 15, meeting the back cover and providing larger anti-floating counter force.
After the construction of the bottom sealing structure 15 is completed, an oblique uplift pile 16 is arranged, the friction resistance of the stratum around the shaft wall of the shaft is utilized for resisting floating, and a connecting beam 11 is arranged through a well mouth to connect the oblique uplift pile 16 and the shaft wall 13 constructed by a mechanical method, so that extra buoyancy is provided.
The method is based on the characteristics of constructing the vertical shaft by a mechanical method, and anti-floating measures are formulated, so that the method has stronger pertinence and adaptability; according to the invention, through the external-expansion bottom sealing structure, the self weight of the soil body on the upper part of the external-expansion structure is utilized to resist floating; the invention provides anti-floating counterforce by maximally utilizing the self weight or frictional resistance of the soil body, thereby avoiding increasing the scale (diameter and depth) of the vertical shaft and having better economy; the inclined uplift pile and the vertical shaft floating-up influence soil body range line are obliquely crossed, so that more frictional resistance is provided under the condition of the same length of the uplift pile (the part of the inclined uplift pile 16 falling into the vertical shaft floating-up influence soil body range is less relative to the vertical uplift pile 6, and the soil body between the vertical shaft floating-up influence soil body range line 12 and the vertical shaft is the vertical shaft floating-up influence soil body range); the prior art and mechanical equipment can realize the outward expansion of the back cover structure and the driving of the oblique uplift pile, and the invention is convenient to implement.
Aiming at the problems that a bottom plate of a mechanical construction shaft structure without open cut is provided with an anti-floating wall toe 1 and the self weight of peripheral soil can not be utilized for anti-floating, a bottom sealing structure at the bottom of the shaft is expanded outwards (an area D in figure 4), and the soil on the upper part of the expanded bottom sealing structure is utilized for weight reduction and anti-floating;
aiming at the problems that a vertical shaft constructed by a mechanical method can not be used by a fender post 2 and a vertical uplift pile is too long due to avoidance of the range of the soil body influenced by the upward floating of the vertical shaft, the inclined uplift pile 16 is arranged in combination with the line 12 of the range of the soil body influenced by the upward floating of the vertical shaft, and the inclined uplift pile 16 provides frictional resistance and anti-floating as much as possible under the condition of not increasing the pile length;
the anti-floating requirement is met through the combined scheme of the external expanding bottom sealing structure 15 and the oblique uplift pile 16 or one scheme, so that the scale (diameter and depth) of the vertical shaft is not required to be increased; the prior art and the engineering machinery can realize the outward expansion of the back cover structure 15 and the driving of the oblique uplift pile 16, are convenient to implement, and are economical and reasonable.
The construction method comprises the following steps: the method is characterized in that a special vertical shaft machine is adopted to excavate a vertical shaft, a well wall structure gradually sinks along with an excavation surface, when the well wall structure sinks to a design elevation, construction machinery is utilized to laterally expand and dig, the expanding and digging width is D from the outer edge of the well wall to the outside, according to the capacity of the existing mechanical equipment, the problem can be solved by lengthening a telescopic arm of the lateral expanding and digging machine, and D can be 1.0-1.5 m. If mechanical equipment is lifted or other novel mechanical equipment is arranged in the later stage, the D value can be further increased.
The expanded excavation range (expanded excavation profile 19) can be pre-consolidated (soil consolidation 18) before the shaft sinks according to the engineering geological conditions, such as the stratum which can not be stabilized under the action of slurry, and the consolidation measures can adopt rotary jet piles, mixing piles, MJS construction method piles or other measures according to the stratum conditions.
After the outward expansion range (the expansion excavation contour 19) is finished according to the preset requirements, concrete is poured under water to form an outward expansion back cover structure 15, so that the back cover is met, and meanwhile, a larger anti-floating counter force is provided.
And considering the influence of the frictional resistance of the stratum around the wall of the vertical shaft well, arranging an oblique uplift pile 16. Wherein the horizontal distance H between the pile foundation of the oblique uplift pile 16 and the well head structure, the vertical included angle of the pile foundation is alpha, and the well head is provided with a capping beam (connecting beam 11) to connect the well wall structure and the oblique uplift pile. And finally, determining the appropriate structural size of the capping beam and the length of the inclined uplift pile outside a range line 12 of the soil body influenced by the upward floating of the vertical shaft by calculating and determining the values of H and alpha.
According to the anti-floating requirement of the vertical shaft, the outward-expanding and oblique uplift piles of the back cover structure can be economically compared, and one measure or a combination scheme of the two measures is selected.
The outward expansion measure of the bottom sealing structure 15 should consider the excavation capacity of the machine and the geological conditions of the position, and at the same time, should account for the shear resistance of the position of the contact surface with the well wall structure.
During the design of oblique uplift pile 16, according to actual demand selection suitable H value, H value is too big then the internal force of connecting beam can be bigger, leads to the capping beam section to need to increase.
The vertical included angle alpha of the oblique uplift pile is required to be compared with the construction difficulty and the economic benefit. The vertical construction of pile foundation is more convenient, and the big construction degree of difficulty is big more for contained angle alpha, consequently should rationally select contained angle alpha's size according to shaft wall of a well self frictional resistance influence scope (shaft come-up influences soil body scope line 12).
The anti-floating measure has good adaptability with a mechanical construction vertical shaft, makes full use of the self weight and the frictional resistance of a soil body to resist floating, exerts the effect of the uplift pile to the greatest extent, avoids increasing the scale of the vertical shaft, has good economy and has wide application prospect.
Those not described in detail in this specification are well within the skill of the art.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. The utility model provides an anti structure that floats that adapts to mechanical method construction shaft which characterized in that: the construction method comprises a mechanical construction shaft well wall and an oblique uplift pile obliquely arranged, wherein the oblique uplift pile is connected with the mechanical construction shaft well wall through a connecting beam, the bottom of the mechanical construction shaft well wall is sealed by a bottom sealing structure, and a shaft bottom plate is arranged above the bottom sealing structure.
2. The anti-floating structure of the vertical shaft adapted to be constructed by the mechanical method as claimed in claim 1, wherein: the bottom sealing structure comprises a first bottom sealing part and a second bottom sealing part, wherein the first bottom sealing part is positioned outside the shaft wall of the mechanical construction shaft, the second bottom sealing part is positioned inside the shaft wall of the mechanical construction shaft, the first bottom sealing part is expanded outwards along the horizontal direction, the outer diameter of the first bottom sealing part is larger than that of the shaft wall of the mechanical construction shaft, and a shaft bottom plate is arranged at the top of the second bottom sealing part.
3. The anti-floating structure of a mechanical construction shaft as claimed in claim 2, wherein: the horizontal distance of the first sealing bottom extending out of the wall of the vertical shaft constructed by the mechanical method is 1.0-1.5 m.
4. A construction method of an anti-floating structure suitable for construction of a vertical shaft by a mechanical method is characterized by comprising the following steps: when the vertical shaft is constructed by adopting a mechanical method, one or two of the bottom sealing structure outward-expanding and oblique uplift pile is selected to resist floating according to the anti-floating requirement of the vertical shaft.
5. The method for constructing an anti-floating structure of a mechanical construction shaft according to claim 4, wherein: the back cover structure expands outward and includes:
s1, excavating a vertical shaft by adopting a vertical shaft machine, wherein a well wall structure sinks gradually along with an excavation surface, and when the well wall structure sinks to a designed elevation, the construction machine is used for laterally expanding and excavating;
s2, determining the outward expansion range of the back cover structure according to engineering geological conditions, pouring concrete after the outward expansion range is finished according to preset requirements, forming an outward expansion back cover structure, meeting the back cover, and providing larger anti-floating counter force.
6. The method for constructing an anti-floating structure of a mechanical construction shaft according to claim 5, wherein: in S1, the stratum which cannot be self-stabilized under the action of the slurry is pre-consolidated before the vertical shaft is sunk.
7. The method for constructing an anti-floating structure of a mechanical construction shaft according to claim 5, wherein: after the construction of the bottom sealing structure is completed, the oblique uplift pile is arranged, the friction resistance of the stratum around the shaft wall of the shaft is utilized for resisting floating, and the connecting beam is arranged through the well mouth to connect the oblique uplift pile and the shaft wall of the shaft constructed by a mechanical method, so that extra buoyancy is provided.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210889305.7A CN115162413A (en) | 2022-07-27 | 2022-07-27 | Anti-floating structure suitable for mechanical construction of vertical shaft and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210889305.7A CN115162413A (en) | 2022-07-27 | 2022-07-27 | Anti-floating structure suitable for mechanical construction of vertical shaft and construction method thereof |
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| Publication Number | Publication Date |
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| CN115162413A true CN115162413A (en) | 2022-10-11 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210889305.7A Pending CN115162413A (en) | 2022-07-27 | 2022-07-27 | Anti-floating structure suitable for mechanical construction of vertical shaft and construction method thereof |
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| CN (1) | CN115162413A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002371568A (en) * | 2001-06-15 | 2002-12-26 | Kajima Corp | Shaft, construction method for the shaft, and its device |
| CN212670613U (en) * | 2020-07-03 | 2021-03-09 | 湖南地生工业设备有限公司 | Anti prefabricated open caisson section of jurisdiction unit and open caisson structure that floats |
| CN113216234A (en) * | 2021-05-20 | 2021-08-06 | 上海市城市建设设计研究总院（集团）有限公司 | Open caisson bottom sealing and bottom plate connecting device and construction method |
| CN214738306U (en) * | 2020-12-04 | 2021-11-16 | 中国电建集团华东勘测设计研究院有限公司 | Open cut tunnel anti-floating structure suitable for pile anchor supporting construction |
| CN214940288U (en) * | 2021-03-19 | 2021-11-30 | 中铁大桥局集团有限公司 | Anti-floating and anti-sinking steel pile casing and cofferdam |
| CN217001116U (en) * | 2022-01-20 | 2022-07-19 | 中铁十五局集团有限公司 | Open caisson formula underground garage shaft structure with anti ability of overturning that floats |
-
2022
- 2022-07-27 CN CN202210889305.7A patent/CN115162413A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002371568A (en) * | 2001-06-15 | 2002-12-26 | Kajima Corp | Shaft, construction method for the shaft, and its device |
| CN212670613U (en) * | 2020-07-03 | 2021-03-09 | 湖南地生工业设备有限公司 | Anti prefabricated open caisson section of jurisdiction unit and open caisson structure that floats |
| CN214738306U (en) * | 2020-12-04 | 2021-11-16 | 中国电建集团华东勘测设计研究院有限公司 | Open cut tunnel anti-floating structure suitable for pile anchor supporting construction |
| CN214940288U (en) * | 2021-03-19 | 2021-11-30 | 中铁大桥局集团有限公司 | Anti-floating and anti-sinking steel pile casing and cofferdam |
| CN113216234A (en) * | 2021-05-20 | 2021-08-06 | 上海市城市建设设计研究总院（集团）有限公司 | Open caisson bottom sealing and bottom plate connecting device and construction method |
| CN217001116U (en) * | 2022-01-20 | 2022-07-19 | 中铁十五局集团有限公司 | Open caisson formula underground garage shaft structure with anti ability of overturning that floats |
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