CN213233472U

CN213233472U - Foundation pit structure of underwater bearing platform

Info

Publication number: CN213233472U
Application number: CN202021527737.6U
Authority: CN
Inventors: 吴健; 温东昌; 袁锋; 李鸿文; 王红; 向韬; 王金梁; 廖盛荣
Original assignee: Road and Bridge South China Engineering Co Ltd
Current assignee: Road and Bridge South China Engineering Co Ltd
Priority date: 2020-07-28
Filing date: 2020-07-28
Publication date: 2021-05-18
Anticipated expiration: 2030-07-28

Abstract

The utility model relates to a foundation ditch structure of cushion cap under water, including the cushion cap foundation ditch with prevent back the silt guard groove, prevent back the silt guard groove set up in the cushion cap foundation ditch is peripheral, the tank bottom of preventing back the silt guard groove is higher than the elevation at the bottom of the cushion cap. The anti-silting protection groove is arranged on the periphery of the foundation pit, so that the back silting of the riverbed can be prevented after the foundation pit is excavated in place in the range of the bearing platform, and the depth of the foundation pit can not meet the construction space of the steel suspension box. When the tide rises and falls, the plastic flow sludge flows back, and flows back to the back-silting prevention protection groove at first, and the sludge in the back-silting prevention protection groove is cleaned regularly, so that the sludge is prevented from flowing back into the foundation pit, the space requirement of construction of a pouring jacket in the foundation pit is met, the construction of the pouring jacket of the steel hanging box can be smooth, and the construction progress and the construction efficiency of the pouring jacket can be guaranteed.

Description

Foundation pit structure of underwater bearing platform

Technical Field

The utility model relates to a bridge building technical field, concretely relates to foundation ditch structure of cushion cap under water.

Background

The deepwater bearing platform is an important support for the infrastructure and the bottom of the construction engineering such as the overwater highway, the bridge and the like, and plays an important role in the stability of the building. In the water area with the flowing plastic sludge layer, sludge can continuously return to the foundation pit in the excavation process of the foundation pit, so that the foundation pit cannot meet the elevation requirement. In order to meet the construction requirements, a deeper foundation pit is usually required to be excavated in a water area with a flowing plastic sludge layer, and simultaneously sludge in the foundation pit needs to be continuously cleaned, so that the thickness of the foundation pit for constructing the bearing platform, which needs to be desilted, is deeper, the construction workload is increased, and the construction efficiency is reduced.

SUMMERY OF THE UTILITY MODEL

In order to overcome the technical problems, particularly the problems that a deeper foundation pit needs to be dug and the thickness of the foundation pit needs to be desilted in a water area with a flowing plastic sludge layer, the following technical scheme is proposed:

the utility model provides a pair of foundation ditch structure of cushion cap under water, including the cushion cap foundation ditch with prevent back the silt guard groove, prevent back the silt guard groove set up in the cushion cap foundation ditch is peripheral, the tank bottom of preventing back the silt guard groove is higher than the elevation at the bottom of the cushion cap.

Optionally, the width of the anti-back-silting protection groove is 1.5-3.5 m.

Optionally, the width of the anti-back-silting protection groove is 2-3 meters.

Optionally, the bottom of the anti-silting protection groove is 0.5-1.5 m higher than the elevation of the bottom of the bearing platform.

Optionally, the bottom of the anti-silting protection groove is 1 m higher than the elevation of the bearing platform bottom.

Optionally, the top of the anti-silting protection groove is higher than the elevation of the bottom sealing plate at the bottom of the bearing platform.

Optionally, a groove wall of the anti-silting protection groove facing away from the bearing platform foundation pit is a first groove wall, a wall of the bearing platform foundation pit facing away from the anti-silting protection groove is a second groove wall, and a distance between the first groove wall and the second groove wall is 1-4 meters.

Compared with the prior art, the utility model, following beneficial effect has:

the utility model provides a foundation ditch structure of cushion cap under water, including the cushion cap foundation ditch with prevent back the silt guard groove, prevent back the silt guard groove set up in the foundation ditch is peripheral, prevent that the tank bottom of back the silt guard groove is higher than the elevation at the bottom of the cushion cap. The anti-silting protection groove is arranged on the periphery of the foundation pit, so that the back silting of the riverbed can be prevented after the bearing platform foundation pit is excavated in place, and the depth of the foundation pit can meet the construction space of the steel hanging box. When the rising and falling tide, the flowing plastic sludge flows back, the sludge flows back to the anti-silting protection groove, the sludge in the anti-silting protection groove is cleaned regularly, the sludge is prevented from flowing back to the foundation pit, the space requirement for casing construction in the foundation pit is met, the construction that the casing can be smooth is guaranteed, and the casing construction progress and the construction efficiency can be guaranteed.

Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.

Drawings

The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:

fig. 1 is the utility model discloses the structural schematic diagram of the foundation ditch structure of cushion cap under water.

Detailed Description

Reference will now be made in detail to the embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar functions throughout. The embodiments described below by referring to the drawings are exemplary only for explaining the present invention, and should not be construed as limiting the present invention.

As used herein, the singular forms "a", "an", "the" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, but do not preclude the presence or addition of one or more other features, integers, steps, operations, and/or groups thereof.

It will be understood by those within the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.

The foundation pit structure of the underwater bearing platform provided by the embodiment of the application is shown in fig. 1, fig. 1 shows a partial structural schematic diagram of the foundation pit structure of the underwater bearing platform provided by the embodiment of the application, and other foundation pit structural schematic diagrams with the anti-back-silting protection groove 2 are consistent with the structure shown in fig. 1. The foundation pit structure includes cushion cap foundation pit 1 and prevents returning silt guard channel 2, prevents returning silt guard channel 2 and sets up in cushion cap foundation pit 1 periphery, prevents returning the elevation that the tank bottom of silt guard channel 2 is higher than the cushion cap bottom. In the embodiment provided by the application, the bearing platform foundation pit 1 is used for constructing a bearing platform, and the anti-silt-back protection groove 2 is used for bearing silt of riverbed silting back in the fluctuating tide.

In a water area with a flow plastic sludge layer, the fluidity of sludge is large, and after the bearing platform foundation pit 1 is constructed, the bearing platform foundation pit 1 is deep into the flow plastic sludge layer, so that after the bearing platform foundation pit 1 is constructed, sludge can flow back into the bearing platform foundation pit 1 during fluctuation tide, the construction operation space in the bearing platform foundation pit 1 is insufficient, and the bearing platform foundation pit needs to be desilted. Meanwhile, in order to reduce the time consumed for dredging and to satisfy the working space of the bearing platform construction, a deeper bearing platform foundation pit needs to be excavated.

In order to reduce the time consumed by dredging and meet the operation space of bearing platform construction, in the embodiment provided by the application, the anti-back-silting protection groove 2 is arranged at the periphery of the bearing platform foundation pit 1. Due to the fluidity of the sludge in the water area with the flowing plastic sludge layer, the sludge silt back to the riverbed can flow into the anti-back silt protection groove 2 firstly when the tide rises and falls. In order to meet the operation space of the bearing platform construction, the silt of the anti-back-silting protection groove 2 is cleaned regularly, the space of the anti-back-silting protection groove 2 for bearing the silt is ensured, the probability of the silt flowing back to the bearing platform foundation pit 1 and the silt amount are reduced, and the depth of the bearing platform foundation pit 1 meets the construction requirement.

Optionally, in the embodiment provided in the present application, in order to satisfy that the anti-silting protection groove 2 bears more silt and simultaneously avoid damaging the structure of the foundation pit 1 of the bearing platform, the anti-silting protection groove 2 is disposed at the periphery of the bearing platform construction platform.

Optionally, a groove wall of the anti-silting protection groove 2 facing away from the bearing platform foundation pit 1 is a first groove wall 21, a wall of the bearing platform foundation pit 1 facing away from the anti-silting protection groove 2 is a second groove wall 11, and a distance between the first groove wall 21 and the second groove wall 11 is 1-4 meters. When the first slot wall 21 and the second slot wall 11 are inclined wall surfaces and the first slot wall 21 and the second slot wall 11 are splayed, correspondingly, the widest distance between the first slot wall 21 and the second slot wall 11 is 4 meters, the widest position between the first slot wall 21 and the second slot wall 11 is 4 meters, and the narrowest distance is 1 meter. Since the structure of the underwater silt-back prevention protection groove is affected by the backflow of silt, the width between the first groove wall and the second groove wall can also be adjusted according to geological conditions, and can be wider or narrower. Optionally, the width of the anti-silt back-up groove 2 is 1.5-3.5 m. Optionally, the width of the anti-silt back-up groove 2 is 2-3 meters. Optionally, the groove bottom 22 of the anti-back-silting protection groove 2 is 0.5-1.5 m higher than the level of the bottom of the bearing platform. Optionally, the bottom 22 of the anti-silting groove 2 is 1 meter higher than the level of the bottom of the bearing platform. Optionally, the top 23 of the silt-proof protecting groove 2 is higher than the level of the bottom sealing plate 3 at the bottom of the bearing platform. This application is through setting up the back silting protection groove in cushion cap construction platform's periphery, can effectual suppression silt reflux inside the cushion cap foundation ditch, guaranteed cushion cap foundation ditch construction operation space, the steel hanging box that the structure cushion cap in-process used can put the elevation position smoothly for the foundation ditch degree of depth satisfies the required space requirement of steel hanging box.

In conclusion, the steel hanging box that this application provided includes following beneficial effect:

the utility model provides a foundation ditch structure of cushion cap under water, including the cushion cap foundation ditch with prevent back silting up the dado, prevent back silting up the dado set up in the foundation ditch is peripheral, prevents that the tank bottom of back silting up the dado is higher than the elevation at the bottom of the cushion cap. The anti-silting protection groove is arranged on the periphery of the foundation pit, so that the back silting of the riverbed can be prevented after the bearing platform foundation pit is excavated in place, and the depth of the foundation pit can meet the construction space of the steel hanging box. When the tide rises and falls, the flowing plastic sludge flows back, flows back to the anti-silting protection groove, and the sludge in the anti-silting protection groove is cleaned regularly, so that the sludge is prevented from flowing back to the foundation pit, the space requirement of construction of a pouring jacket in the foundation pit is met, the construction of the pouring jacket of the steel hanging box can be smooth, and the construction progress and the construction efficiency of the pouring jacket are ensured.

The above are only some embodiments of the present invention, and it should be noted that, for those skilled in the art, a plurality of improvements and decorations can be made without departing from the principle of the present invention, and these improvements and decorations should also be regarded as the protection scope of the present invention.

Claims

1. The utility model provides a foundation ditch structure of cushion cap under water, its characterized in that, includes the cushion cap foundation ditch and prevents returning the silt guard slot, prevent returning the silt guard slot set up in cushion cap foundation ditch periphery, the tank bottom of preventing returning the silt guard slot is higher than the elevation at the bottom of the cushion cap.

2. The foundation pit structure of an underwater cap of claim 1, wherein the width of the back-siltation prevention protection groove is 1.5-3.5 m.

3. The foundation pit structure of an underwater cap of claim 2, wherein the width of the back-siltation prevention protection groove is 2-3 m.

4. The foundation pit structure of an underwater bearing platform of claim 1, wherein the bottom of the anti-silting protection groove is higher than the elevation of the bearing platform bottom by 0.5-1.5 m.

5. The foundation pit structure of an underwater bearing platform of claim 4, wherein the bottom of the anti-silting groove is 1 m higher than the elevation of the bearing platform bottom.

6. The foundation pit structure of an underwater bearing platform of claim 1, wherein the top of the anti-silting protection groove is higher than the elevation of the bottom sealing plate at the bottom of the bearing platform.

7. The foundation pit structure of an underwater bearing platform of claim 1, wherein the wall of the anti-silting protection groove facing away from the bearing platform foundation pit is a first wall, the wall of the bearing platform foundation pit facing away from the anti-silting protection groove is a second wall, and the distance between the first wall and the second wall is 1-4 m.