CN210562124U - Non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall - Google Patents
Non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall Download PDFInfo
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- CN210562124U CN210562124U CN201920847900.8U CN201920847900U CN210562124U CN 210562124 U CN210562124 U CN 210562124U CN 201920847900 U CN201920847900 U CN 201920847900U CN 210562124 U CN210562124 U CN 210562124U
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Abstract
The utility model provides a non-hollow underground diaphragm wall of pore-forming prestressed concrete of loosing core belongs to building engineering technical field, has solved the hollow underground diaphragm wall of pore-forming cast-in-place prestressed concrete of loosing core and has collapsed, the construction quality problems such as jam, necking down at the pore that the in-process of loosing core caused. According to the prestressed concrete hollow underground continuous wall, the cavity is formed by embedding the metal corrugated pipe, and the post-tensioned prestressed system is arranged, so that the strength, rigidity and anti-cracking performance of the underground continuous wall are improved, the consumption of wall concrete and reinforcing steel bars is reduced, and the lateral deformation of the wall concrete under water and soil pressure in the construction process is reduced. Compared with a core-pulling pore-forming cast-in-place prestressed concrete hollow underground diaphragm wall structure, the core-pulling process in the wall construction process is omitted, the construction period is shortened, and the construction quality problems of pore channel collapse, blockage, necking and the like caused in the core-pulling process can be avoided.
Description
Technical Field
The utility model relates to a building engineering technical field, concretely relates to hollow underground continuous wall of non-pore-forming prestressed concrete of loosing core.
Background
The underground continuous wall is used as one of common forms of deep foundation pit supporting retaining walls, and is widely applied to underground foundation pit enclosing structures of high-rise buildings, municipal works and the like. However, as the foundation pit is excavated deeper and deeper, the water and soil pressure on the building enclosure is higher and higher, and in order to control the deformation of the underground continuous wall, the thickness of the underground continuous wall needs to be increased and the supporting distance needs to be reduced, so that the cost of the building enclosure is increased, and the construction difficulty is also improved.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information is prior art that is known to a person skilled in the art.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall can improve underground diaphragm wall intensity, rigidity, anti-cracking performance and vertical bearing capacity, can greatly reduce concrete consumption and reinforcing bar quantity again to can avoid the pore that causes in the process of loosing core to collapse, block up, construction quality problems such as necking down, and can save construction period.
In order to realize the purpose, the technical scheme of the utility model is that:
a non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall comprises:
the wall comprises poured dense concrete, a reinforcement cage framework and a metal corrugated pipe, wherein the metal corrugated pipe is fixed on the reinforcement cage framework so as to form a cavity without core pulling and pore forming, and the metal corrugated pipe is filled with clay curing agent-doped slurry;
the post-tensioned prestressed system is vertically arranged along the wall body and comprises unbonded prestressed tendons, a tensioned end member and a fixed end member, wherein the tensioned end member is positioned at the top of the wall body, and the fixed end member is positioned at the bottom of the wall body.
Compared with the prior art, the utility model discloses profitable technological effect lies in:
(1) the utility model provides a hollow underground diaphragm wall of prestressed concrete is through pre-buried corrugated metal pipe vacuole formation to set up the post-tensioned prestressing force system, improved underground diaphragm wall intensity, rigidity and anti cracking performance, reduced lateral deformation under water and soil pressure in wall concrete volume and reinforcing bar quantity and the work progress. Compared with a core-pulling pore-forming cast-in-place prestressed concrete hollow underground diaphragm wall structure, the core-pulling process in the wall construction process is omitted, the construction period is shortened, and the construction quality problems of pore channel collapse, blockage, necking and the like caused in the core-pulling process of the underground diaphragm wall can be avoided.
(2) In view of corrugated metal pipe have can seep water, but not ooze the characteristics of thick liquid, the utility model discloses a corrugated metal pipe pore-forming, not only pore in-process pore can be oozed water fully, reduces the inside and outside pressure differential and the buoyancy in pore of pore and concrete placement in-process, but also can strengthen the inseparable combination of cavity in the wall body and post-grouting solidification mud after the pore-forming moreover, the vertical frictional resistance of increase wall body cavity improves the vertical bearing capacity of wall body, and economic benefits and social are showing.
Further, considering that the unbonded prestressed tendon takes the form of one-end tension, the tension end is located at the top of the underground diaphragm wall body. In order to complete the stretching and anchoring construction, the stretching end component comprises a stretching end anchorage device, a stretching end anchorage backing plate and a stretching end spiral rib which are sequentially arranged at the top end of the unbonded prestressed tendon.
Further, considering that the end of the unbonded prestressed tendon at the bottom of the underground continuous wall is a fixed end, tensioning is not needed, so the fixed end component comprises a fixed end anchorage device, a fixed end anchor backing plate and a fixed end spiral tendon which are sequentially arranged at the bottom end of the unbonded prestressed tendon, and anchoring construction is completed.
Furthermore, caps are respectively arranged at the top and the bottom of the metal corrugated pipe to prevent the cavity from being blocked in the concrete pouring process. After the prestress tension is finished, opening the cap at the top of the metal corrugated pipe, and filling clay curing agent-doped slurry into a wall cavity formed by the metal corrugated pipe.
Furthermore, the steel reinforcement cage framework is formed by combining vertical steel bars, horizontal steel bars and stirrups. The vertical steel bars, the horizontal steel bars and the unbonded prestressed tendons bear external loads together. After the concrete pouring of the wall body is completed and the strength reaches 80% of the design value, the unbonded prestressed tendons are tensioned and anchored at the top of the wall body, then slurry mixed with clay curing agent is poured into a wall body cavity formed by the metal corrugated pipes, and after the slurry is cured, the lateral frictional resistance of the wall body is increased and the vertical bearing capacity of the wall body is obviously improved.
Drawings
Fig. 1 is a three-dimensional perspective view of a non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall according to an embodiment of the present invention;
fig. 2 is an elevation view of a non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall according to an embodiment of the present invention;
FIG. 3 is a cross-sectional view of FIG. 2 taken at 1-1;
FIG. 4 is one of the cross-sectional views 2-2 of FIG. 3 prior to grouting;
FIG. 5 is a second cross-sectional view taken along line 2-2 of FIG. 3 after grouting;
fig. 6 is a cross-sectional view of 3-3 of fig. 3.
In the figure:
1-a wall body; 2-prestressed tendons; 3-tensioning end anchorage; 4-tensioning the end anchor backing plate; 5-stretching the end spiral rib; 6-fixing end anchorage device; 7-fixing end anchor backing plate; 8-fixing end spiral ribs; 9-a cavity; 10-vertical steel bars; 11-horizontal rebar; 12-slurry; 13-a metal bellows; and 14-cover cap.
Detailed Description
The prestressed concrete hollow underground diaphragm wall provided by the invention is further described in detail by combining the attached drawings and the specific embodiment. The advantages and features of the present invention will become more fully apparent from the following description and appended claims. It should be noted that the drawings are in simplified form and are not to precise scale, and are provided for convenience and clarity in order to facilitate the description of the embodiments of the present invention. For convenience of description, the directions of "up" and "down" in the following description are the same as the directions of "up" and "down" in the drawings, but this should not be construed as limiting the technical solution of the present invention.
The principle is as follows: the prestressed underground continuous wall applies the prestress technology to the underground continuous wall structure, improves the strength, the rigidity and the crack resistance of the underground continuous wall by vertically applying prestress along the underground continuous wall, reduces the using amount of reinforcing steel bars of the wall body and the deformation under the water and soil pressure, and is favorable for hoisting construction operation and improving the pouring quality of underwater concrete due to the fact that the reinforcing steel cage becomes light and the using amount of the reinforcing steel bars is reduced. In addition, the wall body is made into a hollow section, so that the concrete consumption of the underground continuous wall is obviously reduced, and the cost of underground engineering is greatly reduced; after the viscous slurry poured into the cavity of the wall body is solidified, the lateral frictional resistance of the wall body is increased, and the vertical bearing capacity of the underground continuous wall is obviously improved.
Example one
The structural composition of the non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall of the present invention is described in detail with reference to fig. 1 to 6.
Referring to fig. 1 to 6, a non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall comprises a wall body 1 and a post-tensioned prestressing system, wherein the wall body 1 comprises poured dense concrete, a reinforcement cage framework and a metal corrugated pipe 13, the metal corrugated pipe 13 is fixed on the reinforcement cage framework so as to form a non-core-pulling pore-forming cavity 9, and the metal corrugated pipe 13 is filled with clay curing agent-doped slurry 12; the post-tensioned prestressed system is vertically arranged along the wall body 1, and comprises unbonded prestressed tendons 2, a tensioning end component and a fixed end component, wherein the tensioning end component is positioned at the top of the wall body 1, and the fixed end component is positioned at the bottom of the wall body 1.
Particularly, the utility model provides a non-hollow underground diaphragm wall of pore-forming prestressed concrete of loosing core through pre-buried corrugated metal pipe vacuole formation to set up the post-tensioned prestressing force system, what formed is a non-hollow underground diaphragm wall structure of cast-in-place post-tensioned prestressing force concrete of pore-forming of loosing core. The method can improve the strength, rigidity and crack resistance of the underground continuous wall, reduce the concrete consumption and the steel bar consumption of the wall body and the lateral deformation under the water and soil pressure in the construction process, form a hole by adopting the metal corrugated pipe, strengthen the tight combination of the reserved cavity of the wall body and the post-poured curing slurry, increase the vertical frictional resistance of the cavity of the wall body and improve the vertical bearing capacity of the underground continuous wall. In addition, the core-pulling process in the wall construction process is omitted, so that the construction period is shortened, and the construction quality problems of pore channel collapse, blockage, necking and the like caused in the core-pulling process of the underground continuous wall can be avoided.
In this embodiment, it is more preferable to consider that the unbonded prestressed tendon 2 is in the form of one-end tension, and thus the tension end is located at the top of the underground diaphragm wall body 1. In order to finish the stretching and anchoring construction, the stretching end component comprises a stretching end anchorage device 3, a stretching end anchor backing plate 4 and a stretching end spiral rib 5 which are sequentially arranged at the top end of the unbonded prestressed rib 2.
In this embodiment, it is more preferable that the fixed end member includes a fixed end anchorage 6, a fixed end anchor plate 7 and a fixed end spiral rib 8 sequentially disposed at the bottom end of the unbonded prestressed tendon 2 to complete anchoring construction, considering that the end of the unbonded prestressed tendon 2 at the bottom of the underground diaphragm wall is a fixed end, and tensioning is not required.
In this embodiment, it is more preferable that the metal bellows 13 is provided with caps 14 at the top and bottom thereof, respectively, in order to prevent the cavity from being clogged during the concrete pouring process. After the pre-stress tension is completed, the cap at the top of the metal corrugated pipe 13 is opened, and slurry 12 mixed with clay curing agent is poured into a wall cavity formed by the metal corrugated pipe 13.
In the present embodiment, it is more preferable that the reinforcement cage framework is formed by combining the vertical reinforcements 10, the horizontal reinforcements 11 and the stirrups. The vertical steel bars 10, the horizontal steel bars 11 and the unbonded prestressed tendons 2 bear external load together. After the concrete pouring of the wall body is completed and the strength reaches 80% of the design value, the unbonded prestressed tendons 2 are tensioned and anchored at the top of the wall body 1, then slurry 12 doped with clay curing agent is poured into a cavity of the wall body 1 formed by the metal corrugated pipes 13, and after the slurry is cured, the lateral frictional resistance of the wall body is increased and the vertical bearing capacity of the wall body is obviously improved.
With continuing reference to fig. 1 to fig. 6, the present embodiment further provides a method for constructing the non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall, where the method includes the following steps:
the method comprises the following steps: binding a reinforcement cage framework of the underground continuous wall body 1 on the operation platform;
step two: carrying out prestress laying and penetrating on the reinforcement cage framework manufactured in the first step, respectively installing a fixed end anchor backing plate 7 and a fixed end spiral rib 8, installing a tensioning end anchor backing plate 4 and a tensioning end spiral rib 5, and fixing the tensioning end anchor backing plate and the tensioning end spiral rib with the reinforcement cage framework;
step three: a metal corrugated pipe 13 is arranged in the reinforcement cage framework, and caps 14 at the bottom and the top of the metal corrugated pipe 13 are arranged to form a cavity 9;
step four: hoisting the steel bar cage framework into the manufactured groove section by using a crane and pouring concrete to compact the steel bar cage framework;
step five: after the concrete of the wall body 1 reaches 80% of the design value and the age is not less than 7 days, carrying out tensioning and anchoring on the unbonded prestressed tendon 2, and after tensioning is finished, carrying out anchor sealing protection on a tensioning end;
step six: and opening a cap 14 at the top of the metal corrugated pipe 13, and pouring clay curing agent-doped slurry 12 into the cavity 9 formed by the metal corrugated pipe 13 in the wall body 1.
The above description is only for the purpose of describing the preferred embodiments of the present invention, and is not intended to limit the scope of the present invention in any way. Any changes and modifications of the above disclosure by those skilled in the art are within the scope of the appended claims.
Claims (5)
1. The utility model provides a non-pore-forming prestressed concrete hollow underground continuous wall of loosing core which characterized in that includes:
the wall comprises poured dense concrete, a reinforcement cage framework and a metal corrugated pipe, wherein the metal corrugated pipe is fixed on the reinforcement cage framework so as to form a cavity without core pulling and pore forming, and the metal corrugated pipe is filled with clay curing agent-doped slurry;
the post-tensioned prestressed system is vertically arranged along the wall body and comprises unbonded prestressed tendons, a tensioned end member and a fixed end member, wherein the tensioned end member is positioned at the top of the wall body, and the fixed end member is positioned at the bottom of the wall body.
2. The non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall according to claim 1, wherein the tensioning end component comprises a tensioning end anchorage device, a tensioning end anchor backing plate and a tensioning end spiral rib which are sequentially arranged at the top end of the unbonded prestressed tendon.
3. The non-loose core pore-forming prestressed concrete hollow underground diaphragm wall according to claim 1, wherein the fixed end member comprises a fixed end anchorage, a fixed end anchor backing plate and a fixed end spiral rib which are sequentially arranged at the bottom end of the unbonded prestressed rib.
4. The non-core-pulling pore-forming prestressed concrete hollow underground continuous wall according to claim 1, characterized in that caps are respectively arranged at the top and the bottom of the metal corrugated pipe.
5. The non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall according to claim 1, wherein the reinforcement cage framework is formed by combining vertical reinforcements, horizontal reinforcements and stirrups.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920847900.8U CN210562124U (en) | 2019-06-06 | 2019-06-06 | Non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall |
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| CN201920847900.8U CN210562124U (en) | 2019-06-06 | 2019-06-06 | Non-core-pulling pore-forming prestressed concrete hollow underground diaphragm wall |
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| CN210562124U true CN210562124U (en) | 2020-05-19 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114427277A (en) * | 2022-02-16 | 2022-05-03 | 浙江省建工集团有限责任公司 | Thick concrete wallboard structure cavity structure and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114427277A (en) * | 2022-02-16 | 2022-05-03 | 浙江省建工集团有限责任公司 | Thick concrete wallboard structure cavity structure and construction method thereof |
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