CN115852960A - Method for removing prestressed anchor cable - Google Patents
Method for removing prestressed anchor cable Download PDFInfo
- Publication number
- CN115852960A CN115852960A CN202211544193.8A CN202211544193A CN115852960A CN 115852960 A CN115852960 A CN 115852960A CN 202211544193 A CN202211544193 A CN 202211544193A CN 115852960 A CN115852960 A CN 115852960A
- Authority
- CN
- China
- Prior art keywords
- construction
- prestressed anchor
- grooves
- cutting
- groove
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention discloses a method for removing a prestressed anchor cable, which has small construction risk and high safety; the prestressed anchor cables are pulled out at one time, segmented pulling-out construction is carried out on the prestressed anchor cables through the cutting grooves and the pulling-out grooves, the anchor cables are thoroughly removed, the construction speed is high, the efficiency is high, and compared with full-rotation obstacle clearing construction, the construction cost is low. On the other hand, the cutting groove and the pulling groove are used for cutting and pulling out the prestressed anchor cable sections in the early stage, and cement slurry is adopted to reinforce the foundation in the later stage, so that the safety of shield tunneling construction is improved. The invention solves the problems of easy cable breaking and incomplete clarity in the existing cable cleaning methods.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a method for removing a prestressed anchor cable.
Background
The anchor cable reinforcing and supporting is an important supporting mode of a building foundation pit. Since the 80 s, the anchor cable reinforcing technology is widely applied to various engineering constructions in China, and great progress is made in the research aspects of test equipment, construction process and the like. At present, anchor cable reinforcing and supporting are mostly used for foundation pit engineering with higher safety level requirements or larger engineering scale. Although the anchor cable reinforcing and supporting can play an important role in early foundation pit engineering, the anchor cable reinforcing and supporting is rarely recovered, so that a large number of anchor cables are kept underground. With the rapid development of underground traffic networks in China, various highway and subway tunnels are built in cities, and anchor cables left underground become barriers on the construction route of shield tunnels. When the anchor cable is positioned on the shield propulsion section, the anchor cable needs to be pretreated so as to prevent structures such as a steel strand of the anchor cable from being twisted into a cutter head of the shield machine and influencing the shield propulsion. The traditional rotary excavating anchor cable pulling-out method is not thorough in pulling-out; the construction period of digging and pulling out the anchor cable is longer, the danger coefficient is high, and the anchor cable is easy to pull out and break; the full-rotation obstacle removing capability is strong, the construction speed is high, the treatment effect is good, but the manufacturing cost is the most expensive.
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 forms the prior art already known to a person skilled in the art.
Disclosure of Invention
In order to overcome the defects in the prior art, the method for cleaning the prestressed anchor cable is provided so as to solve the problems that the existing anchor cable cleaning method is easy to break the anchor cable and is not thorough in cleaning.
In order to achieve the aim, the method for removing the prestressed anchor cable comprises the following steps:
determining the number and the trend of prestressed anchor cables intruding into the tunneling range of the tunnel route;
determining first construction positions of a plurality of cutting grooves and second construction positions of a plurality of pulling grooves on the ground based on the number and the trend of the prestressed anchor cables, wherein the first construction positions and the second construction positions are located right above the prestressed anchor cables and are respectively arranged along the length direction of the vertical projection of the prestressed anchor cables, and the second construction position is arranged between every two adjacent first construction positions;
respectively excavating grooves at the first construction position and the second construction position to form a plurality of cutting grooves and a plurality of removing grooves, wherein the groove bottoms of the cutting grooves and the removing grooves respectively extend to the lower part of the prestressed anchor cable to expose the prestressed anchor cable;
cutting the exposed prestressed anchor cable in the plurality of cutting grooves, so that the prestressed anchor cable is divided into a plurality of segments;
and grabbing the segments in each pulling groove and lifting the segments to pull the segments out from the pulling grooves, so that the prestressed anchor cables in the tunneling range are cleaned.
Further, the first construction position is perpendicular to the vertical projection.
Further, in the step of excavating grooves at the first construction position and the second construction position, respectively, a groove forming machine is provided, and the groove forming machine excavates grooves at the first construction position and the second construction position, respectively.
Further, when the step of grabbing the segments in each of the pulling grooves is carried out, the grab bucket of the trenching machine is extended into the pulling groove to grab the segments and lift the segments.
Further, before the step of excavating the grooves at the first construction position and the second construction position respectively is carried out, guide walls are poured at two opposite sides of the first construction position and the second construction position respectively.
Further, when the step of cutting the exposed prestressed anchor cable in the plurality of cutting grooves is performed, a hydraulic cutter is provided, and the hydraulic cutter extends into the cutting grooves and cuts the prestressed anchor cable.
Further, the bottoms of the cutting groove and the pulling groove respectively extend to at least 3 meters below the prestressed anchor cable.
And further, backfilling reinforcing cement slurry in the cutting groove and the pulling groove after the segments are pulled out.
The method has the advantages that the method for removing the prestressed anchor cable is small in construction risk and high in safety degree; the prestressed anchor cables are pulled out at one time, segmented pulling-out construction is carried out on the prestressed anchor cables through the cutting grooves and the pulling-out grooves, the anchor cables are thoroughly removed, the construction speed is high, the efficiency is high, and compared with full-rotation obstacle clearing construction, the construction cost is low. On the other hand, the cutting groove and the pulling groove are used for cutting and pulling out the prestressed anchor cable sections in the early stage, and cement slurry is adopted to reinforce the foundation in the later stage, so that the safety of shield tunneling construction is improved.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1 is a process flow diagram of a prestressed anchorage cable removing method according to an embodiment of the present invention.
Fig. 2 is a schematic plan view illustrating arrangement of a first construction position and a second construction position according to an embodiment of the present invention.
Fig. 3 is a schematic structural diagram of a cutting groove and a pulling groove according to an embodiment of the present invention.
FIG. 4 is a schematic structural diagram illustrating a method for removing a prestressed anchorage cable according to an embodiment of the present invention.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1 to 4, the present invention provides a method for removing a prestressed anchor cable, including the steps of:
s1: and determining the number and the trend of the prestressed anchor cables 1 intruding into the tunneling range A of the tunnel route.
The moving direction and the number of the prestressed anchor cables in the tunneling range on the tunnel route or path are detected through technical means.
S2: based on the number and the trend of the prestressed anchor cables 1, first construction positions 3 of a plurality of cutting grooves 5 and second construction positions 4 of a plurality of pulling grooves 6 are determined on the ground 2, the first construction positions 3 and the second construction positions 4 are located right above the prestressed anchor cables 1 and are respectively arranged along the length direction of the vertical projection of the prestressed anchor cables 1, and the second construction position 4 is arranged between every two adjacent first construction positions 3.
And planning and setting a first construction position and a second construction position on the ground right above the prestressed anchor cables after the trend and the quantity of the prestressed anchor cables in the tunneling range on the tunnel route or path. The first construction position and the second construction position are used for subsequent grooving construction.
The first construction position and the second construction position are arranged in the same direction. Each first construction position 3 is arranged at an angle to the vertical projection of the prestressed anchor cable.
As a preferred embodiment, each first construction position 3 is arranged perpendicular to the vertical projection. Correspondingly, each second construction position is also arranged perpendicular to the vertical projection.
The first construction positions and the second construction positions are alternately arranged and are arranged at intervals.
Specifically, the two ends of the prestressed anchor cable may be provided with first construction positions of the cutting groove, and the middle of the prestressed anchor cable is provided with a second construction position of the removing groove.
S3: and respectively excavating grooves at the first construction position 3 and the second construction position 4 to form a plurality of cutting grooves 5 and a plurality of removing grooves 6, wherein the bottoms of the cutting grooves 5 and the removing grooves 6 respectively extend to the lower part of the prestressed anchor cable 1 to expose the prestressed anchor cable 1.
In carrying out the step of excavating grooves in the first construction position 3 and the second construction position 4, respectively, grooving machines are provided which excavate grooves in the first construction position 3 and the second construction position 4, respectively.
The bottoms of the cutting groove 5 and the pulling groove 6 respectively extend to at least 3 meters below the prestressed anchor cable 1.
Specifically, referring to FIG. 4, the method of manufacturing the guide wall is adopted
And (5) manufacturing a profile integral reinforced concrete structure. />
The guide wall made of the integral reinforced concrete structure has the space of 840mm, the rib thickness of 200mm and the height of 1200mm, adopts phi 12mm bidirectional reinforced bars with the space of 200mm, the concrete is marked as C30, and the top of the guide wall is provided with two concrete supports.
In the process of excavating and grooving, slurry is adopted to protect the wall and form the groove. The slurry is sodium bentonite slurry. Sodium bentonite slurry 1m 3 The feed amount is 30-40 kg of bentonite and 980kg of tap water.
And in the grooving process, detecting the perpendicularity of the grooving by adopting ultrasonic waves. Specifically, in this embodiment, a bucket-type trenching machine is used to perform trenching at a first construction position and a second construction position. At least one point of verticality of the excavation surface and the soil facing surface is detected in each hole (grab), and the depth is the same as the depth of the groove. The ultrasonic detection items comprise an underground wall excavation surface, a soil facing surface, a left end ultrasonic image and a right end ultrasonic image, and the verticality, the collapse and the diameter shrinkage are judged according to the ultrasonic images.
S4: and cutting the exposed prestressed anchor cable 1 in the plurality of cutting grooves 5, so that the prestressed anchor cable 1 is divided into a plurality of segments.
In the step of cutting the exposed prestressed anchor rope 1 in the plurality of cutting grooves 5, a hydraulic cutter is provided, and the hydraulic cutter is extended into the cutting grooves 5 and cuts the prestressed anchor rope 1.
Specifically, in this embodiment, the prestressed anchor cable is cut by a hydraulic cutting machine. The hydraulic cutting machine is alternatively arranged at the grab bucket of the trenching machine. The hydraulic cutting machine is provided with two hydraulic motors, the 7 staggered cutting pieces are connected in a chained mode, and the two hydraulic motors drive the cutting pieces to cut the anchor cable through the high-speed hydraulic characteristic of the grooving machine.
S5: and (3) grabbing the segments in each pulling groove 6 and lifting the segments to pull the segments out through the pulling grooves 6, so that the prestressed anchor cables 1 in the tunneling range A are cleaned.
When the step of grabbing the segments in each pulling groove 6 is carried out, the grab bucket of the grooving machine extends into the pulling groove 6 to grab the segments and lift the segments.
Specifically, when the segments of the prestressed anchor cable are grabbed and pulled out, the grab bucket is installed again, and the grab bucket of the trenching machine extends into the pulling groove 6 to grab the segments and lift the segments.
S6: after the prestressed anchor cable is pulled out in sections, reinforcing cement slurry is filled in the cutting groove 5 and the pulling groove 6.
Specifically, the cutting groove and the pulling groove are respectively filled with cement slurry with 13 percent of mixing amount by stirring, and the soil is slowly backfilled, and the soil is statically backfilled after each backfilling. And repeating the steps until the groove section is backfilled. And observing whether the earthwork of the backfilled groove section sinks every other day.
The method for removing the prestressed anchor cable has the advantages of small construction risk and high safety degree; the prestressed anchor cable is subjected to segmented pulling-out construction through the cutting groove and the pulling-out groove, the anchor cable is thoroughly cleaned, and the construction speed and the construction efficiency are high. On the other hand, the cutting groove and the pulling groove are used for cutting and pulling out the prestressed anchor cable sections in the early stage, and cement slurry is adopted to reinforce the foundation in the later stage, so that the safety of shield tunneling construction is improved.
The foregoing description is only exemplary of the preferred embodiments of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (8)
1. A method for removing a prestressed anchor cable is characterized by comprising the following steps:
determining the number and the trend of prestressed anchor cables intruding into the tunneling range of the tunnel route;
determining first construction positions of a plurality of cutting grooves and second construction positions of a plurality of pulling grooves on the ground based on the number and the trend of the prestressed anchor cables, wherein the first construction positions and the second construction positions are located right above the prestressed anchor cables and are respectively arranged along the length direction of the vertical projection of the prestressed anchor cables, and the second construction position is arranged between every two adjacent first construction positions;
excavating grooves at the first construction position and the second construction position respectively to form a plurality of cutting grooves and a plurality of removing grooves, wherein the groove bottoms of the cutting grooves and the removing grooves respectively extend to the lower part of the prestressed anchor cable to expose the prestressed anchor cable;
cutting the exposed prestressed anchor cable in the plurality of cutting grooves, so that the prestressed anchor cable is divided into a plurality of segments;
and grabbing the segments in each pulling groove and lifting the segments to pull the segments out from the pulling grooves, so that the prestressed anchor cables in the tunneling range are cleaned.
2. The method as claimed in claim 1, wherein the first installation position is perpendicular to the vertical projection.
3. The method as claimed in claim 1, wherein a trenching machine is provided for trenching at the first and second construction locations, respectively, in performing the step of trenching at the first and second construction locations, respectively.
4. The method as claimed in claim 3, wherein when the step of catching the segments in each of the pulling grooves is performed, a grab bucket of the trenching machine is extended into the pulling groove to catch the segments and lift them.
5. The method of claim 3, wherein guide walls are cast on opposite sides of the first and second construction locations, respectively, before the step of excavating the grooves at the first and second construction locations, respectively.
6. The method as claimed in claim 1, wherein a hydraulic cutter is provided to extend into the cutting groove and cut the pre-stressed anchor cable when the step of cutting the exposed pre-stressed anchor cable in the plurality of cutting grooves is performed.
7. The method as claimed in claim 1, wherein the groove bottoms of the cutting groove and the removing groove extend to at least 3 m below the prestressed anchor rope.
8. The method for removing a prestressed anchorage cable as claimed in claim 1, further comprising backfilling reinforcing cement slurry in said cutting groove and said removing groove after said segment is removed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211544193.8A CN115852960A (en) | 2022-12-01 | 2022-12-01 | Method for removing prestressed anchor cable |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211544193.8A CN115852960A (en) | 2022-12-01 | 2022-12-01 | Method for removing prestressed anchor cable |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115852960A true CN115852960A (en) | 2023-03-28 |
Family
ID=85669682
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211544193.8A Pending CN115852960A (en) | 2022-12-01 | 2022-12-01 | Method for removing prestressed anchor cable |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115852960A (en) |
-
2022
- 2022-12-01 CN CN202211544193.8A patent/CN115852960A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| EP2732101B1 (en) | Diaphragm wall apparatus and methods | |
| CN106284314A (en) | Karst landform spiral-digging pore cast-in-place pile construction method | |
| CN101328712A (en) | Construction method of interlocking pile for soft soil and soil layer with obstacle | |
| CN113174961B (en) | Foundation pit slope supporting method | |
| CN110939303B (en) | Semi-reverse construction method of cyclone pool | |
| CN113266392B (en) | Pipe jacking construction method for penetrating through existing anchor cable group | |
| WO2021203679A1 (en) | Slurry wall trenching comprehensive construction method for pipelines | |
| CN111119198A (en) | A reinforced structure that is used for SMW worker method stake to strut system | |
| CN109811773B (en) | Bias tunnel portal excavation protection structure and construction method thereof | |
| CN109989407B (en) | Roadbed pile tube curtain supporting structure behind newly-added two-line platform of railway | |
| CN101994314A (en) | Longhole rectangular terraced antiskid pile jump-preventing excavating construction | |
| CN111058850B (en) | Underground obstacle freezing, detecting and clearing method | |
| CN111764374A (en) | Construction method of underground continuous wall in low-clearance environment | |
| CN115852960A (en) | Method for removing prestressed anchor cable | |
| CN103866787B (en) | A kind of spacious reverse masonry method concrete cut that digs builds construction technology | |
| CN113266362B (en) | Top pipe cover excavation construction method for penetrating through existing dense anchor cable area | |
| CN113216249B (en) | Method for constructing underground space under narrow road condition | |
| CN206071602U (en) | The steel tube shed of existing highway pushing tow frame bridge is worn under a kind of | |
| CN114232602A (en) | Underground continuous pile construction process | |
| CN218969976U (en) | Pushing structure suitable for pushing method construction continuous wall | |
| CN107858934A (en) | The small spacing abutment constructing structure and its construction method of neighbouring running railway line | |
| CN113373915B (en) | Method for reinforcing steel column pile structure | |
| CN113006010B (en) | Method for reinforcing concrete guide wall foundation | |
| CN113585237B (en) | Diaphragm wall joint and diaphragm wall construction method | |
| CN218757568U (en) | Transverse pipeline left groove and then closed open caisson |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |