CN111894025A - Construction method of underwater bearing platform and cofferdam structure - Google Patents
Construction method of underwater bearing platform and cofferdam structure Download PDFInfo
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- CN111894025A CN111894025A CN202010740491.9A CN202010740491A CN111894025A CN 111894025 A CN111894025 A CN 111894025A CN 202010740491 A CN202010740491 A CN 202010740491A CN 111894025 A CN111894025 A CN 111894025A
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- bottom plate
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- 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
- E02D19/02—Restraining of open water
Abstract
The invention relates to a construction method of an underwater bearing platform and a cofferdam structure, comprising the steps of arranging a back-silting prevention protection groove at a preset position on the periphery of a foundation pit of the bearing platform; excavating a bearing platform foundation pit at a preset position, and arranging a steel casing in the foundation pit; and assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing, and pouring concrete in the steel hanging box to obtain the bearing platform. Prevent back silting and protect the groove through the periphery at the foundation ditch setting, can prevent that the back silting back from appearing in the riverbed after cushion cap foundation ditch excavation targets in place, prevent the silt in the back silting protection groove through regularly clearing up for the foundation ditch degree of depth can satisfy steel hanging box construction space. When the rising and falling tide, 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 constructing the casing in the foundation pit is met, and the smooth construction of the casing is ensured.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a construction method of an underwater bearing platform and a cofferdam structure.
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 process of constructing the deepwater bearing platform, a bearing platform foundation pit is usually required to be excavated into a water area with a flowing plastic sludge layer, and 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. Therefore, a deeper foundation pit usually needs to be excavated, which results in a deeper foundation pit for constructing the bearing platform, which needs to be desilted, increasing the construction workload and reducing the construction efficiency. In addition, in the process of constructing the bearing platform, a bottom sealing bottom plate is constructed by concrete, namely a concrete sealing layer is manufactured at the bottom of the underwater steel hanging box and used for sealing the bottom of the steel hanging box. However, the deep water bearing platform is located at a deep position, the mud flow plasticity at the deep water is strong, and thick bottom sealing concrete is needed to meet the requirement of bearing platform construction, so that the thickness of dredging needed for manufacturing a foundation pit of the bearing platform is deep, and the thickness of a steel suspension box lifting system is high.
Disclosure of Invention
In order to overcome the technical problems, in particular to the problems that in a water area with a flowing plastic sludge layer, the foundation pit needs to be desilted to be deeper and the bottom sealing plate of the steel hanging box is thicker, the following technical scheme is provided:
the construction method of the underwater bearing platform provided by the embodiment of the application comprises the following steps:
arranging a back-silting prevention protection groove at a preset position on the periphery of the bearing platform foundation pit;
excavating a bearing platform foundation pit at a preset position, and arranging a steel casing in the bearing platform foundation pit;
and assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing, and pouring concrete in the steel hanging box to obtain the bearing platform.
Optionally, set up at cushion cap foundation ditch peripheral default position department and prevent returning the silt guard slot, include:
and excavating the anti-back-silting protection groove at a preset position on the periphery of the construction platform of the bearing platform foundation pit.
Optionally, the width of the anti-back-silting protection groove is 2-3 meters.
Optionally, the bottom of the anti-back-silting protection groove is 0.5-1.5 m higher than the bottom elevation of the bearing platform.
Optionally, the assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing comprises:
sleeving the reinforced concrete back cover bottom plate on the steel casing;
and a steel hanging box side plate is arranged on the outer edge of the bottom sealing plate.
Optionally, after the reinforced concrete back cover bottom plate is sleeved on the steel casing, the method includes:
and arranging a supporting structure for supporting the reinforced concrete back cover bottom plate at the top end of the steel casing.
Optionally, the sleeving the reinforced concrete back cover bottom plate on the steel casing includes:
the reinforced concrete back cover bottom plate is sleeved on the steel casing, and the steel casing and the reinforced concrete back cover bottom plate are connected through a shear key.
The embodiment of the present application further provides a cofferdam structure of an underwater cushion cap, including: the steel suspension box is sleeved on the steel casing and provided with a reinforced concrete back cover bottom plate, the anti-back-silting protection groove is arranged at a preset position on the periphery of the bearing platform foundation pit, and the side plate is arranged on the outer edge of the reinforced concrete back cover bottom plate in an enclosing mode.
Optionally, the width of the anti-back-silting protection groove is 2-3 m.
Optionally, the bottom of the anti-back-silting protection groove is 0.5-1.5 m higher than the bottom elevation of the bearing platform.
Optionally, the supporting structure is arranged at the top end of the steel casing and used for supporting the reinforced concrete back cover plate.
Optionally, one end of the supporting structure is fixedly connected in the reinforced concrete back cover bottom plate, and the other end of the supporting structure is fixedly connected to the top end of the steel casing.
Optionally, the steel casing and the reinforced concrete back cover bottom plate are connected through a shear key.
Optionally, one end of the shear key is fixedly connected in the reinforced concrete back cover bottom plate, and the other end of the shear key is fixedly connected to the steel casing.
Compared with the prior art, the invention has the following beneficial effects:
the construction method of the underwater bearing platform and the cofferdam structure provided by the embodiment of the application comprise the steps that a back-silting prevention protection groove is arranged at a preset position on the periphery of a foundation pit of the bearing platform; excavating a bearing platform foundation pit at a preset position, and arranging a steel casing in the foundation pit; and assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing, and pouring concrete in the steel hanging box to obtain the bearing platform. 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, 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 constructing the casing in the foundation pit is met, and the construction progress and the construction efficiency of the casing are ensured.
According to the construction method of the underwater bearing platform and the cofferdam structure, the back cover bottom plate of the steel suspension box is of a prefabricated reinforced concrete structure, the rigidity and the stability are good, the thickness of the back cover bottom plate of the steel suspension box is reduced, the thickness of a lifting system of the bottom plate of the steel suspension box is further reduced, the thickness of the back cover bottom plate is reduced, the dredging depth of a plastic silt layer in deep water is further reduced, the excavation depth of the plastic silt layer is reduced, and the construction workload is reduced when the construction quality is guaranteed.
According to the construction method of the lower bearing platform and the cofferdam structure, the supporting structure is arranged between the back cover bottom plate and the steel pile casing, the supporting structure is a tension and compression rod, after the steel hanging box drains water, the back cover bottom plate needs to bear larger water pressure due to the difference of the water head inside and outside the steel hanging box, and partial water pressure is dispersed to the steel pile casing through the supporting structure, so that the safety of the back cover bottom plate structure is guaranteed, and the back cover bottom plate has better stability.
According to the construction method of the lower bearing platform and the cofferdam structure, the width of the anti-back-silting protecting groove is 2-3 meters, and the height of the bottom of the anti-back-silting protecting groove is 0.5-1.5 meters higher than the height of the bottom of the bearing platform. The structure of the anti-silting protection groove is prevented from damaging the structure of the bearing platform foundation pit, sludge can be effectively restrained from flowing back to the interior of the bearing platform foundation pit, the construction operation space of the bearing platform foundation pit is guaranteed, the steel hanging box used in the process of constructing the bearing platform can be smoothly and underground placed to the elevation position, and the depth of the bearing platform foundation pit meets the space requirement required by the steel hanging box.
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 foregoing 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 a schematic flow chart of a construction method of an underwater bearing platform according to the invention;
fig. 2 is a schematic structural view of a cofferdam structure of the underwater cap of the present invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative only and should not be construed as limiting the 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, and/or 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 skilled in 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 construction method of the underwater bearing platform provided by the embodiment of the application is shown in fig. 1 and comprises the following steps: s10, S20, S30.
S10: and arranging a back-silting prevention protection groove at a preset position on the periphery of the bearing platform foundation pit.
Optionally, set up at the peripheral default position department of cushion cap foundation ditch and prevent back silting up the dado, include:
and excavating the anti-back-silting protection groove at a preset position on the periphery of the construction platform of the bearing platform foundation pit.
Optionally, the width of the anti-silt back-up groove is 2-3 meters.
Optionally, the bottom of the anti-back-silting protection groove is 0.5-1.5 m higher than the bottom elevation of the bearing platform.
In the embodiment that this application provided, in order to satisfy the silt of preventing back-silting retaining groove and undertake more silt, avoid causing the destruction to the structure of cushion cap foundation ditch simultaneously, set up the silt of preventing back-silting retaining groove in cushion cap foundation ditch outlying preset position. Based on the fluidity of the sludge in the water area with the flowing plastic sludge layer, the sludge of the riverbed desilting can firstly flow into the anti-desilting protection groove when the tide rises and falls. In order to meet the operation space of the construction of the bearing platform, the sludge of the anti-back-silting protection groove is cleaned regularly, the space of the anti-back-silting protection groove for bearing the sludge is ensured, the probability of the sludge flowing back to the bearing platform foundation pit and the sludge amount are reduced, the depth of the bearing platform foundation pit meets the construction requirement, the steel hanging box can be placed at the elevation position, and the space required by the lifting of the steel hanging box is met.
Optionally, in order to meet the requirement that the anti-back-silting protection groove can receive more sludge and reduce the number of times of sludge cleaning, and meanwhile, in order to avoid that the anti-back-silting protection groove cannot damage the foundation pit structure of the bearing platform, the width of the anti-back-silting protection groove is 2-3 meters, and the groove bottom of the anti-back-silting protection groove is 0.5-1.5 meters higher than the elevation of the bottom of the bearing platform. Optionally, the bottom of the anti-silting protective groove is 1 m higher than the level of the bottom of the bearing platform. The top of the anti-back-silting protection groove is higher than the elevation of the bottom sealing plate at the bottom of the bearing platform. This application prevents back silt guard channel through the periphery at cushion cap construction platform, can effectual suppression silt flow back inside the cushion cap foundation ditch, guaranteed cushion cap foundation ditch construction operation space, the elevation position can be put to the steel hanging box of structure cushion cap in-process use underground smoothly.
S20: and excavating a bearing platform foundation pit at a preset position, and arranging a steel casing in the bearing platform foundation pit.
After the anti-back-silting protection groove is dug on the periphery of the bearing platform foundation pit, a thick silt layer does not need to be cleaned on the bearing platform foundation pit, and enough operation space is reserved in the dug bearing platform foundation pit. Therefore, after the bearing platform foundation pit is completed and the anti-back-silting protection groove is excavated, the steel protection cylinder is placed at the preset position inside the bearing platform foundation pit, so that the bearing platform pile foundation is formed on the basis of the steel protection cylinder, and the steel hanging box is assembled.
S30: and assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing, and pouring concrete in the steel hanging box to obtain the bearing platform.
And after the steel pile casing is constructed, assembling the steel hanging box on the basis of the steel pile casing, and conveniently pouring concrete in the waterproof steel hanging box to complete the construction of the bearing platform.
Optionally, assembling a steel suspension box with a reinforced concrete back cover bottom plate on the steel casing, comprising:
sleeving a reinforced concrete bottom sealing plate on the steel casing;
and a steel hanging box side plate is arranged on the outer edge of the bottom sealing plate.
When the steel hanging box is assembled, a concrete bottom sealing plate capable of bearing pressure in the steel hanging box is assembled on the steel protective cylinder, and a steel hanging box side plate is fixedly installed on the outer edge of the bottom sealing plate. Wherein, have waterproof stagnant water's article between back cover bottom plate and the curb plate, prevent that water from permeating to in the steel hanging box. Optionally, the water-stopping article comprises one or more of a rubber mat, a sand layer, a concrete layer.
In this application, adopt prefabricated reinforced concrete board to constitute the back cover bottom plate of steel hanging box, because the reinforcing bar component has been added in the back cover bottom plate, and then increased the rigidity of back cover bottom plate, can bear great pressure, the back cover bottom plate rigidity that prefabricated reinforced concrete board constitutes the steel hanging box simultaneously is sufficient, make the thickness of back cover bottom plate can reduce, further reduce the thickness of steel hanging box back cover bottom plate lifting system, because the thickness of back cover bottom plate reduces, make the depth that the cushion cap foundation ditch needs to be excavated also reduce thereupon, thereby reduced the flow plasticity silt layer excavation degree of depth, stability after having improved the flow plasticity silt excavation and the stability of foundation ditch. The side plates are arranged on the outer edge of the bottom sealing plate in a surrounding mode, the side plates and the bottom sealing plate jointly form a steel hanging box with a water stopping structure, concrete is poured into the water-free steel hanging box conveniently, and a construction bearing platform is formed.
Optionally, after the reinforced concrete back cover bottom plate is sleeved on the steel casing, the method includes:
and a supporting structure for supporting the reinforced concrete back cover bottom plate is arranged at the top end of the steel casing.
Because before the cushion cap is poured, the water in the steel suspension box needs to be discharged, and in the water discharging process, the water head difference exists inside and outside the steel suspension box, so that the back cover bottom plate of the reinforced concrete slab needs to bear larger water pressure, however, the back cover bottom plate of the reinforced concrete slab is thinner, and the back cover bottom plate of the reinforced concrete slab is not stable enough under the action of the water pressure, so that the structure of the reinforced concrete slab is not safe enough. Therefore, the supporting structure is arranged on the back cover bottom plate of the steel hanging box, the back cover bottom plate of the steel hanging box is connected to the steel protection cylinder, partial water pressure is dispersed to the steel protection cylinder through the supporting structure, and stability and safety of the back cover bottom plate are guaranteed.
Optionally, the reinforced concrete back cover bottom plate is established to the cover on the steel casing, includes:
the reinforced concrete back cover bottom plate is sleeved on the steel casing, and the steel casing and the reinforced concrete back cover bottom plate are connected through shear keys.
Optionally, in order to ensure that the back cover bottom plate is located at the designated position, the steel casing and the back cover bottom plate are connected through a shear key, one end of the shear key is welded on the steel casing, and the other end of the shear key is fixedly connected in the back cover bottom plate. The connecting piece of shear force key can be with the stable connection of back cover bottom plate on the steel protects a section of thick bamboo, because the rigidity of steel protects a section of thick bamboo, and then guarantees that the position that back cover bottom plate was located is appointed position.
The embodiment of the present application further provides a cofferdam structure of an underwater cushion cap, as shown in fig. 2, including: the steel hanging box 2 is sleeved on the steel casing 1 and is provided with a reinforced concrete back cover bottom plate 21, an anti-back-silting protection groove 4 is arranged at a preset position on the periphery of the bearing platform foundation pit 3, and a side plate 22 is arranged on the outer edge of the reinforced concrete back cover bottom plate 21 in an enclosing mode. Fig. 2 shows a structural schematic diagram of a cofferdam structure part of an underwater bearing platform, and the structural schematic diagram of other parts is the same as that of the cofferdam structure part, wherein the shaded part in the figure is the structure of the bearing platform.
In the water area with the flowing plasticity sludge, sludge backflow easily occurs in a bearing platform foundation pit of an underwater bearing platform, so that the thickness of foundation pit dredging is deep, meanwhile, the conventional steel hanging box bottom sealing plate is made of plain concrete and is thick, the thickness of a steel hanging box lifting system is thick, the rigidity is small, and the water pressure in the water area with the flowing plasticity sludge layer is large, so that the steel hanging box bottom sealing plate needs to bear large water pressure. The steel suspension box 2 in this application cofferdam structure adopts prefabricated reinforced concrete's back cover bottom plate 21, because the reinforcing bar component has been added in back cover bottom plate 21, and then the rigidity of back cover bottom plate 21 has been increased, can reduce the thickness of back cover bottom plate 21, the back cover bottom plate 21 that has reduced steel suspension box 2 carries the thickness of hoist system, thereby reduced the flow plasticity silt layer excavation degree of depth, improved the stability after the cushion cap foundation ditch excavation on flow plasticity silt layer, can also bear great water pressure.
In the embodiment that this application provided, cofferdam structure steel hanging box 2 is still including enclosing the curb plate 22 of locating back cover bottom plate 21 outside border, and curb plate 22 and back cover bottom plate 21 constitute the steel hanging box 2 that has the stagnant water structure jointly, are convenient for pour the concrete in anhydrous steel hanging box 2, constitute the construction cushion cap.
Optionally, a supporting structure 23 arranged at the top end of the steel casing 1 for supporting the reinforced concrete back cover bottom plate 21 is further included.
Optionally, one end of the supporting structure 23 is fixedly connected in the reinforced concrete back cover bottom plate 21, and the other end is fixedly connected at the top end of the steel casing 1.
Because before the cushion cap is pour, need discharge the inside water of steel hanging box, among the drainage process, there is the flood peak difference inside and outside steel hanging box 2, causes reinforced concrete slab's back cover bottom plate 21 to need bear great water pressure, however reinforced concrete slab's back cover bottom plate 21 thickness is thinner, makes reinforced concrete slab's back cover bottom plate 21 not stable enough under the water pressure effect, leads to its structure also not safe enough. Therefore, the supporting structure 23 arranged on the back cover bottom plate 21 of the steel hanging box 2 connects the back cover bottom plate 21 of the steel hanging box 2 to the steel casing 1, so that the supporting structure 23 disperses partial water pressure to the steel casing 1, and the stability and the safety of the back cover bottom plate are ensured. Optionally, the support structure 23 is a tension-compression bar.
In order to ensure the stability and the safety of the back cover bottom plate 21, one end of the supporting structure 23 is fixedly connected in the back cover bottom plate 21, and the other end of the supporting structure 23 is fixedly connected at the top edge of the steel casing 1. When the fixed connection avoids that the water pressure borne by the back cover bottom plate 21 is uneven, the back cover bottom plate 21 can still be stably located at a fixed position, the back cover bottom plate 21 is prevented from shaking, and the water pressure can be transmitted to the steel pile casing 1 in time. Optionally, a connecting member for connecting the supporting structure 23 is embedded in the back cover bottom plate, so as to ensure that the supporting structure 23 is stably connected with the back cover bottom plate 21.
Optionally, a shear key 24 for connecting the steel casing 1 and the reinforced concrete back cover bottom plate 21 is further included.
Optionally, one end of the shear key 24 is fixedly connected in the reinforced concrete back cover bottom plate 21, and the other end is fixedly connected to the steel casing 1.
In order to ensure that the back cover bottom plate is located at a designated position, the steel casing 1 and the back cover bottom plate 21 are connected through the shear key 24, one end of the shear key 24 is welded on the steel casing 1, and the other end of the shear key is fixedly connected in the back cover bottom plate 21. The shear key 24 can stably connect the back cover bottom plate 21 to the steel casing 1, and the position of the back cover bottom plate 21 is ensured to be a designated position due to the fixed position of the steel casing 1. Optionally, a connecting member for connecting the shear key 24 is embedded in the back cover bottom plate, so as to ensure that the shear key 24 is stably connected with the back cover bottom plate 21.
In the embodiment provided by the application, in order to reduce the amount of sludge flowing back into the bearing platform foundation pit and the lifting space of the steel lifting box, as described above, the anti-back-silting protection groove 4 is arranged at the preset position on the periphery of the bearing platform foundation pit 3, and optionally, the width of the anti-back-silting protection groove 4 is 2-3 meters. Optionally, the bottom of the anti-back-silting protection groove 4 is 0.5-1.5 m higher than the bottom elevation of the bearing platform. The top of the anti-back-silting protection groove 4 is higher than the elevation of the bottom sealing bottom plate 21 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 construction method of the underwater bearing platform and the cofferdam structure provided by the embodiment of the application comprise the steps that a back-silting prevention protection groove is arranged at a preset position on the periphery of a foundation pit of the bearing platform; excavating a bearing platform foundation pit at a preset position, and arranging a steel casing in the foundation pit; and assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing, and pouring concrete in the steel hanging box to obtain the bearing platform. 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, 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 constructing the casing in the foundation pit is met, and the construction progress and the construction efficiency of the casing are ensured.
According to the construction method of the underwater bearing platform and the cofferdam structure, the back cover bottom plate of the steel suspension box is of a prefabricated reinforced concrete structure, the rigidity and the stability are good, the thickness of the back cover bottom plate of the steel suspension box is reduced, the thickness of a lifting system of the bottom plate of the steel suspension box is further reduced, the thickness of the back cover bottom plate is reduced, the dredging depth of a plastic silt layer in deep water is further reduced, the excavation depth of the plastic silt layer is reduced, and the construction workload is reduced when the construction quality is guaranteed.
According to the construction method of the lower bearing platform and the cofferdam structure, the supporting structure is arranged between the back cover bottom plate and the steel pile casing, the supporting structure is a tension and compression rod, after the steel hanging box drains water, the back cover bottom plate needs to bear larger water pressure due to the difference of the water head inside and outside the steel hanging box, and partial water pressure is dispersed to the steel pile casing through the supporting structure, so that the safety of the back cover bottom plate structure is guaranteed, and the back cover bottom plate has better stability.
According to the construction method of the lower bearing platform and the cofferdam structure, the width of the anti-back-silting protecting groove is 2-3 meters, and the height of the bottom of the anti-back-silting protecting groove is 0.5-1.5 meters higher than the height of the bottom of the bearing platform. The structure of the anti-silting protection groove is prevented from damaging the structure of the bearing platform foundation pit, sludge can be effectively restrained from flowing back to the interior of the bearing platform foundation pit, the construction operation space of the bearing platform foundation pit is guaranteed, the steel hanging box used in the process of constructing the bearing platform can be smoothly and underground placed to the elevation position, and the depth of the foundation pit meets the space requirement required by the steel hanging box.
The foregoing is only a partial embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.
Claims (14)
1. A construction method of an underwater bearing platform is characterized by comprising the following steps:
arranging a back-silting prevention protection groove at a preset position on the periphery of the bearing platform foundation pit;
excavating a bearing platform foundation pit at a preset position, and arranging a steel casing in the bearing platform foundation pit;
and assembling a steel hanging box with a reinforced concrete back cover bottom plate on the steel casing, and pouring concrete in the steel hanging box to obtain the bearing platform.
2. The underwater bearing platform construction method according to claim 1, wherein the setting of the back-silting prevention protection groove at the preset position of the periphery of the bearing platform foundation pit comprises:
and excavating the anti-back-silting protection groove at a preset position on the periphery of the construction platform of the bearing platform foundation pit.
3. The method of constructing an underwater platform as claimed in claim 1, wherein the width of the anti-silting groove is 2 to 3 m.
4. The method for constructing an underwater bearing platform according to claim 1, wherein the bottom of the anti-silting protective groove is 0.5-1.5 m higher than the bottom elevation of the bearing platform.
5. The method of constructing an underwater platform according to claim 1, wherein the assembling of the steel suspension box having the reinforced concrete back-cover bottom plate on the steel casing includes:
sleeving the reinforced concrete back cover bottom plate on the steel casing;
and a steel hanging box side plate is arranged on the outer edge of the bottom sealing plate.
6. The method for constructing an underwater platform according to claim 5, wherein after the reinforced concrete back cover bottom plate is sleeved on the steel casing, the method comprises the following steps:
and arranging a supporting structure for supporting the reinforced concrete back cover bottom plate at the top end of the steel casing.
7. The underwater cap construction method according to claim 5, wherein the reinforced concrete back cover bottom plate is sleeved on the steel casing, and comprises:
the reinforced concrete back cover bottom plate is sleeved on the steel casing, and the steel casing and the reinforced concrete back cover bottom plate are connected through a shear key.
8. A cofferdam structure of an underwater cap, comprising: the steel suspension box is sleeved on the steel casing and provided with a reinforced concrete back cover bottom plate, the anti-back-silting protection groove is arranged at a preset position on the periphery of the bearing platform foundation pit, and the side plate is arranged on the outer edge of the reinforced concrete back cover bottom plate in an enclosing mode.
9. The cofferdam structure of an underwater cap as recited in claim 8, wherein said silt-back preventing guard groove has a width of 2-3 m.
10. The cofferdam structure of an underwater cap as claimed in claim 8, wherein the bottom of the silt-back preventing guard slot is 0.5-1.5 m higher than the bottom elevation of the cap.
11. The cofferdam structure of an underwater cap as recited in claim 8, further comprising a support structure provided at the top end of the steel casing for supporting the reinforced concrete back cover plate.
12. The cofferdam structure of an underwater cap as recited in claim 11, wherein said supporting structure is fixedly connected at one end to the inside of said reinforced concrete back bottom plate and at the other end to the top end of said steel casing.
13. The cofferdam structure of an underwater cap as recited in claim 8, further comprising shear keys connecting the steel casings and the reinforced concrete back-cover bottom plate.
14. The cofferdam structure of an underwater cap as recited in claim 13, wherein one end of said shear key is fixedly connected in said reinforced concrete back cover bottom plate, and the other end is fixedly connected to said steel casing.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310615828.7A CN116623702A (en) | 2020-07-28 | 2020-07-28 | Construction method of underwater bearing platform |
| CN202010740491.9A CN111894025A (en) | 2020-07-28 | 2020-07-28 | Construction method of underwater bearing platform and cofferdam structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010740491.9A CN111894025A (en) | 2020-07-28 | 2020-07-28 | Construction method of underwater bearing platform and cofferdam structure |
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| CN202310615828.7A Division CN116623702A (en) | 2020-07-28 | 2020-07-28 | Construction method of underwater bearing platform |
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| CN111894025A true CN111894025A (en) | 2020-11-06 |
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| CN202310615828.7A Pending CN116623702A (en) | 2020-07-28 | 2020-07-28 | Construction method of underwater bearing platform |
| CN202010740491.9A Pending CN111894025A (en) | 2020-07-28 | 2020-07-28 | Construction method of underwater bearing platform and cofferdam structure |
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| CN113653088A (en) * | 2021-06-30 | 2021-11-16 | 中国十九冶集团有限公司 | Construction method for deep foundation pit in coastal silt zone |
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| CN1153002C (en) * | 2001-09-03 | 2004-06-09 | 雷鸣 | Method for piping-type sand collection in river, shifting silt from reservoir and treating river and desert |
| CN102383413B (en) * | 2011-08-31 | 2013-11-20 | 中建五局土木工程有限公司 | Method for constructing strengthened saturated-flow plastic silt soft soil foundation |
| CN203429606U (en) * | 2013-07-23 | 2014-02-12 | 中国水电顾问集团华东勘测设计研究院 | Sediment retaining bank reconstructed from temporary cofferdam |
| CN205314071U (en) * | 2015-12-09 | 2016-06-15 | 西华大学 | Multistage fan -shaped abrupt slope dissipation structure |
| CN107386195B (en) * | 2017-09-13 | 2019-04-02 | 中交第三航务工程局有限公司 | A kind of Dredging Construction method for the canal that drains off floodwaters |
| CN107989054A (en) * | 2017-12-08 | 2018-05-04 | 中国铁建港航局集团有限公司 | It is a kind of applied to underwater flush type cushion cap without bottom concrete steel lifted trunk structure |
| CN110485380A (en) * | 2019-09-06 | 2019-11-22 | 黄芳 | A kind of river channel ecology improvement air bag regulating barrage |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653088A (en) * | 2021-06-30 | 2021-11-16 | 中国十九冶集团有限公司 | Construction method for deep foundation pit in coastal silt zone |
| CN113653088B (en) * | 2021-06-30 | 2023-09-22 | 中国十九冶集团有限公司 | Construction method for deep foundation pit in coastal silt zone |
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