CN116291637A - Anchor cable reinforcement method - Google Patents
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- CN116291637A CN116291637A CN202310243754.9A CN202310243754A CN116291637A CN 116291637 A CN116291637 A CN 116291637A CN 202310243754 A CN202310243754 A CN 202310243754A CN 116291637 A CN116291637 A CN 116291637A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 23
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- 238000007789 sealing Methods 0.000 claims abstract description 15
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- 238000004873 anchoring Methods 0.000 claims description 8
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The invention discloses an anchor rope reinforcing method, which is used for reinforcing cliff walls and comprises the following steps: measuring the cliff structure and determining the drilling position; drilling according to the drilling position to form an anchor hole; installing the anchor cable in the anchor hole, and grouting to fix the anchor cable in the anchor hole; and tensioning and sealing the anchor to complete the reinforcement of the anchor cable. The invention aims to carry out anchor rope reinforcement on the scarp at the exit of the Gong beach tunnel at the water side of the awning Jiang Peng by the anchor rope reinforcement method, thereby effectively reducing the risk of falling off of the scarp dangerous stone and ensuring the safety of tunnel exit and later-stage line operation.
Description
Technical Field
The invention relates to the technical field of engineering, in particular to an anchor cable reinforcing method.
Background
At the exit of Gong's beach tunnel, i.e. the Albang Jiang Teda bridge Peng Shuice, the slope trend is about 180 degrees, the ground elevation is 287m to 469m, the relative elevation is about 182m, the slope angle of the slope is 70-85 degrees, the slope angle of the slope at the lower part of the scarp is 25-40 degrees, and the local angle can be 50 degrees.
The micro-relief of the scarp has the characteristics of upper relief, steep middle and lower relief, the ridge topography is more gentle, the formation yield is 287 DEG & lt 16 DEG, two groups of cracks mainly develop, the yield of the crack 1 is 40 DEG & lt 85 DEG, the crack surface is relatively straight, the crack surface is more open, the width is 3-8 cm, the local area reaches 25cm, the clay filling or semi-filling is carried out, and the extension length is generally 5-8 m; the shape of the crack 2 is 108 degrees, 83 degrees, the crack surface is flat and straight, the crack is opened for 2-6 cm, clay is filled, and the extension length is 15-30 m. The dangerous rock body formed by the scarp part is in an understable state, and has the risk of collapse, and the scarp needs to be reinforced.
Disclosure of Invention
The invention aims to provide an anchor rope reinforcing method, which aims to reinforce an anchor rope on a scarp at the outlet of a Gong beach tunnel at the water side of an awning Jiang Peng, effectively reduces disturbance of vehicles running on a line for a long time on a rock mass due to running vibration of the vehicles, effectively reduces risk of falling of dangerous stones on the scarp, and ensures safe formation of tunnel exit and later-period line running.
In order to achieve the above object, the present invention provides an anchor cable reinforcement method for reinforcing a cliff, the anchor cable reinforcement method comprising:
acquiring cliff structure data and determining a drilling position;
drilling according to the drilling position to form an anchor hole;
installing an anchor cable in the anchor hole, and grouting to fix the anchor cable in the anchor hole;
and tensioning and sealing the anchor to complete the reinforcement of the anchor cable.
In one embodiment, the step of obtaining the cliff structure data and determining the drilling position includes:
selecting a measurement location of the cliff;
measuring the measuring position to obtain rock mass construction data of the cliff;
judging whether the cliff has unstable rock mass or not according to the rock mass construction data;
if yes, marking the cliff to determine the drilling position;
if not, stopping.
In one embodiment, the step of drilling to form an anchor hole according to the drilling position includes:
installing a drilling machine at the drilling position;
calibrating the position and angle of the drilling machine;
controlling the drilling machine to drill holes so as to form the anchor holes;
and numbering the anchor holes to obtain anchor hole numbers.
In an embodiment, the anchor cable has an anchor cable number, the anchor cable includes a plurality of anchor cable bodies and grouting pipes, the steps of installing the anchor cable in the anchor hole and grouting to fix the anchor cable in the anchor hole include:
confirming whether the anchor cable number is consistent with the anchor hole number;
if yes, hole cleaning operation is carried out on the anchor holes, and the anchor cables are arranged in the anchor holes;
injecting cement mortar into the anchor holes through the grouting pipe;
after the cement mortar is solidified, fixing the anchor cable in the anchor hole;
and if not, replacing the anchor cable.
In an embodiment, before the step of confirming whether the anchor line number is consistent with the anchor hole number, the method further includes:
checking whether the bundling quality of the anchor cable is qualified and whether the rust-proof quality of the anchor cable is qualified;
if the bundling quality is qualified and the rust prevention quality is qualified, confirming whether the anchor cable number is consistent with the anchor hole number;
and if the bundling quality is not qualified and/or the rust-proof quality is not qualified, replacing the anchor cable.
In one embodiment, the anchor cable comprises an anchor section and a free section, the anchor section is positioned at one end of the anchor hole away from the cliff wall, and the step of injecting cement mortar into the anchor hole through the grouting pipe comprises:
grouting the anchor holes for one time to fix the anchoring section;
tensioning the anchor cable after the cement mortar is solidified, and carrying out secondary grouting on the anchor hole so as to fix the free section;
observing whether the cement mortar is retracted after the secondary grouting;
if yes, performing three-time slurry supplementing, and waiting for the cement mortar to be solidified;
and if not, waiting for the cement mortar to solidify.
In one embodiment, the step of tensioning the anchor cable after the cement mortar is cured and performing secondary grouting on the anchor hole includes:
after the cement mortar is solidified, detecting compressive strength data of the cement mortar;
when the compressive strength data reach 20Mpa, tensioning the anchor cable;
recording the elongation of the anchor cable;
and carrying out secondary grouting on the anchor holes.
In an embodiment, the anchor cable further includes an anchor head, the anchor head is disposed outside the anchor hole, and the step of tensioning and sealing the anchor to complete the anchor cable reinforcement includes:
carrying out surface treatment on the cliff, and improving the roughness of the cliff surface;
installing an anchor pier on the cliff, and enabling the anchor head to penetrate through the anchor pier;
installing an anchor backing plate on the anchor head, and enabling the anchor backing plate to be propped against the surface of the anchor pier;
and (3) smearing anti-corrosion grease on the anchor head, and sealing the anchor head through concrete to complete the reinforcement of the anchor cable.
In one embodiment, before the step of installing the anchor cable in the anchor hole and grouting to fix the anchor cable in the anchor hole, the method further comprises:
and carrying out corrosion prevention treatment on the anchor cable.
In an embodiment, after the step of drilling to form the anchor hole according to the drilling position, the method further includes:
clearing the anchor holes through high-pressure air;
checking whether the size data of the anchor hole are qualified or not and whether the position data are qualified or not;
if the size data are qualified and the position data are qualified, the anchor cable is arranged in the anchor hole;
and if the size data is not qualified and/or the position data is not qualified, repairing the anchor hole.
According to the anchor cable reinforcement method, firstly, the position to be drilled is determined by measuring the geological structure of the cliff, namely the position distribution of the stable rock mass and the unstable rock mass of the cliff, so that the placed anchor cable can be simultaneously positioned at the position of the stable rock mass and the position of the unstable rock mass; then drilling operation is carried out at the determined drilling position so as to form an anchor hole for placing an anchor cable; further, the anchor cable is arranged in the anchor hole, and cement mortar is injected into the anchor hole so as to fix the anchor cable in the anchor hole; and finally, sealing the end part of the anchor cable exceeding the anchor hole to finish the reinforcement of the anchor cable. The anchor cable reinforcing method can tightly anchor the stable rock mass and the unstable rock mass together, so that the rock mass at the outlet of the tunnel is more stable, the risk of the cliff dangerous stone roller is reduced, the risk of tunnel collapse is reduced, and the safety of tunnel exit and later-stage line operation is ensured.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the structures shown in these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a method for reinforcing an anchor line according to an embodiment of the present invention;
FIG. 2 is a flow chart of measuring cliff structure and determining drilling position according to an embodiment of the present invention;
FIG. 3 is a schematic flow chart of drilling and forming anchor holes according to an embodiment of the present invention;
fig. 4 is a schematic flow chart of installing anchor holes and grouting for fixing anchor lines according to an embodiment of the present invention;
FIG. 5 is a schematic flow chart of grouting according to an embodiment of the invention;
FIG. 6 is a schematic diagram illustrating a secondary grouting process according to an embodiment of the present invention;
FIG. 7 is a schematic flow chart of a closed process according to an embodiment of the invention.
The achievement of the objects, functional features and advantages of the present invention will be further described with reference to the accompanying drawings, in conjunction with the embodiments.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that all directional indicators (such as up, down, left, right, front, and rear … …) in the embodiments of the present invention are merely used to explain the relative positional relationship, movement, etc. between the components in a particular posture (as shown in the drawings), and if the particular posture is changed, the directional indicator is changed accordingly.
Meanwhile, the meaning of "and/or" and/or "appearing throughout the text is to include three schemes, taking" a and/or B "as an example, including a scheme, or B scheme, or a scheme that a and B satisfy simultaneously.
Furthermore, descriptions such as those referred to as "first," "second," and the like, are provided for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implying an order of magnitude of the indicated technical features in the present disclosure. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent and not within the scope of protection claimed in the present invention.
At the exit of Gong's beach tunnel, i.e. the Albang Jiang Teda bridge Peng Shuice, the slope trend is about 180 degrees, the ground elevation is 287m to 469m, the relative elevation is about 182m, the slope angle of the slope is 70-85 degrees, the slope angle of the slope at the lower part of the scarp is 25-40 degrees, and the local angle can be 50 degrees.
The micro-relief of the scarp has the characteristics of upper relief, steep middle and lower relief, the ridge topography is more gentle, the formation yield is 287 DEG & lt 16 DEG, two groups of cracks mainly develop, the yield of the crack 1 is 40 DEG & lt 85 DEG, the crack surface is relatively straight, the crack surface is more open, the width is 3-8 cm, the local area reaches 25cm, the clay filling or semi-filling is carried out, and the extension length is generally 5-8 m; the shape of the crack 2 is 108 degrees, 83 degrees, the crack surface is flat and straight, the crack is opened for 2-6 cm, clay is filled, and the extension length is 15-30 m. The dangerous rock body formed by the scarp part is in an understable state, and has the risk of collapse, and the scarp needs to be reinforced.
Based on the conception and the problems, the invention provides an anchor rope reinforcing method, which is used for reinforcing a cliff, and by arranging anchor holes on the cliff with stable rock bodies and unstable rock bodies at the same time and fixing anchor ropes in the anchor holes, the unstable rock bodies are tightly combined with the stable rock bodies through the anchor ropes, so that the stability of the cliff is ensured, the collapse risk of a tunnel penetrating through the rock bodies is reduced, the disturbance of vehicles running on a line for a long time on the rock bodies due to the running vibration of the vehicles is effectively reduced, and the safety formation of tunnel exit and later-period line running is ensured.
Referring to fig. 1, in an embodiment of the present invention, an anchor line reinforcement method is used to reinforce a cliff, the anchor line reinforcement method including:
step S10, acquiring cliff structure data and determining a drilling position;
step S20, drilling holes according to the drilling positions to form anchor holes;
s50, installing the anchor cable in the anchor hole, and grouting to fix the anchor cable in the anchor hole;
and S60, tensioning and sealing the anchor to finish the reinforcement of the anchor cable.
In this embodiment, the anchor cable reinforcement method first needs to acquire structural data of the cliff wall to determine a drilling position, and marks the determined drilling position to prevent later-stage hole drilling; then, drilling operation is carried out according to the determined drilling position, and an anchor hole is formed at the mark; further, the prepared anchor cable is installed in the formed anchor hole, cement mortar is injected into the anchor hole, and the anchor cable is fixed in the anchor hole after the cement mortar is solidified. And finally, tensioning and sealing the anchor cable to complete the reinforcement of the anchor cable.
It will be appreciated that for cliffs having unstable and stable rock masses, the anchor line reinforcement method is to make anchor holes in the cliff such that the anchor holes penetrate the unstable rock mass and are partially located in the stable rock mass; installing the anchor cable in the anchor hole, and injecting cement mortar into the anchor hole to enable one end of the anchor cable to be tightly fixed in the stable rock mass, and providing prestress for the anchor cable in the stable rock mass; the other end of the anchor cable is arranged outside the anchor hole in a penetrating way, and the anchor cable outside the anchor hole is closed, so that the anchor cable is fixed on the cliff surface, and simultaneously, the anti-skid friction resistance of an unstable rock body between the cliff surface and a stable rock body is enhanced through the fixation of the two ends of the anchor cable, so that the whole structure is in a compression state, the integrity of the side slope rock body is effectively improved, the mechanical property of the rock body is fundamentally improved, the displacement of the rock body is effectively controlled, and the stability of the rock body is promoted.
Referring to fig. 2, in one embodiment, the step of acquiring cliff structure data and determining the location of the borehole comprises:
step S101, selecting a measuring position of a cliff;
step S102, measuring the measuring position to obtain rock mass construction data of the cliff;
step S103, judging whether the cliff has unstable rock mass or not according to rock mass construction data;
step S103a, if yes, marking the cliff to determine the drilling position;
step S103b, if not, stopping.
In this embodiment, the cliff is first selected for measurement, i.e. around the Gong beach tunnel exit of the Suaeda Jiang Teda bridge Peng Shuice; specifically, cliffs in a range of about 15m above a tunnel portal and cliffs in a range of about 15m below the tunnel portal are selected for measurement, and cliffs in a range of about 64m to 75m above the tunnel portal and about 20m below the tunnel portal are selected for measurement; after the measuring position is determined, rock mass construction data of the cliff is obtained through geological means, so that whether the cliff has unstable rock mass or not is judged according to the rock mass construction data, and the drilling position is further determined.
It can be understood that after the measurement position is determined, the rock structure can be known by observing the structural surface characteristics, the occurrence, the extension scale, the spacing and the density of the side wall of the rock mass on site, and geological means such as rock types, mineral components and constructional characteristics of the rock mass can be analyzed by measuring the mechanical characteristics and the mechanical strength of the rock mass, so that rock structure data of the cliff at the measurement position can be obtained, thereby judging whether the cliff has an unstable rock mass or not according to the rock structure data, obtaining the rock structure data of the cliff, accurately judging the stability of the cliff at the measurement position, and laying a foundation for the subsequent determination of the drilling position, so that the formed anchor hole can penetrate through an unstable rock mass layer and a stable rock mass at the same time.
Referring to fig. 3, in one embodiment, the step of drilling to form an anchor hole according to the drilling position includes:
step S201, installing a drilling machine at a drilling position;
step S202, calibrating the position and angle of a drilling machine;
step S203, controlling a drilling machine to drill holes so as to form anchor holes;
step S204, numbering the anchor holes to obtain anchor hole numbers.
In this embodiment, the determined drilling position is drilled according to the determined unstable rock mass position to form an anchor hole for fixing the anchor line. Firstly, fixing and installing a drilling machine on a cliff at a marked drilling position, so as to ensure that the drilling machine cannot deviate in the drilling process; then calibrating the fixed position of the drilling machine and the angle of the drilling machine, for example, determining the direction and the position of the drilling machine through a azimuth rule, and ensuring that the drilling machine is aligned to the drilling position; further, an operator controls the drilling machine to drill the cliff at the drilling position so as to obtain anchor holes, and each anchor hole is numbered so as to obtain a unique anchor hole number of each anchor hole.
It can be understood that the drilling machine is installed at the drilling position, the position of the drilling machine is calibrated, the drilling precision is effectively guaranteed, and the inclination angle and the azimuth of the formed anchor hole are guaranteed to meet the design requirements. In actual construction, the error of the anchor hole orientation formed by drilling of the drilling machine is not more than +/-20 mm, and the deflection of the anchor hole is not more than 2%. After the position of the drilling machine is calibrated, a first section of drilling barrel is installed on the drilling machine, a drill rod is installed at the end part of the drilling barrel, drilling is started, after the drilling depth reaches the length of the drilling barrel, the first section of drilling barrel is lengthened and connected to the drilling machine, and drilling is continued; when the design depth is reached, stable drilling is carried out for 1min to 2min, so that sediment and broken stone generated in the drilling process are prevented from occupying the design depth of the anchor hole.
Referring to fig. 4, in one embodiment, a cable having a cable numbering, the cable including a plurality of cable bodies and grouting tubes, the cable being installed in an anchor hole and grouting to secure the cable in the anchor hole, the steps comprising:
step S502, confirming whether the anchor cable number is consistent with the anchor hole number;
step S502a, if yes, hole cleaning operation is carried out on the anchor holes, and the anchor cables are arranged in the anchor holes;
step S503, cement mortar is injected into the anchor holes through the grouting pipe;
step S504, after the cement mortar is solidified, fixing the anchor cable in the anchor hole;
step S502b, if not, replacing the anchor cable.
In the embodiment, before the anchor cable is arranged in the anchor hole, the anchor cable is required to be manufactured, a steel strand with phi s15.24 is adopted for manufacturing the anchor cable, the steel strand is intercepted to obtain an anchor cable body, and the length of the intercepted steel strand is the actual length of the anchor hole, the reserved length of the jack during working and the total length of the facility height for sealing the anchor head at the position of the cliff at the anchor hole; when cutting out the steel strand, a cutting machine is adopted, and gas welding and arc welding are forbidden to be used for cutting; after the steel strands are intercepted, smoothly placing the intercepted steel strands, checking the quality of the steel strands one by one, and registering, listing and marking the steel strands; and installing the plurality of anchor cable bodies and the prepared grouting pipe together through the isolation frame, so that the plurality of anchor cable bodies wrap the grouting pipe together to form the anchor cable, and numbering the anchor cable.
In this embodiment, after the anchor cable is manufactured and numbered, each anchor cable has a unique anchor cable number corresponding to the anchor hole number, the anchor cable number is compared with the anchor hole number, whether the anchor cable number is consistent with the anchor hole number is confirmed, if so, a guide cap is installed at the end of the anchor cable, after the anchor hole is cleaned, the anchor cable is slowly inserted into the bottom of the anchor hole, grouting pipes are installed together, and the distance between the pipe orifice of each grouting pipe and the bottom of the anchor hole is 50cm, so that grouting is conveniently performed on the anchor hole in the follow-up process, and blocking is avoided. It can be understood that before the anchor cable is loaded into the anchor hole, the anchor cable number and the anchor hole number need to be compared so as to avoid engineering hidden danger caused by mismatching of the anchor cable and the anchor hole, after the anchor cable and the anchor hole are checked, the anchor hole needs to be cleaned, and redundant rock particles and water bodies in the anchor hole are cleaned out of the hole by using high-pressure air so as to avoid reducing the bonding strength of the cement mortar injected subsequently and the rock mass of the wall of the anchor hole.
Referring to fig. 4, in an embodiment, before the step of confirming whether the anchor line number is consistent with the anchor hole number, the method further includes:
step S501, checking whether the bundling quality of the anchor cable is qualified and whether the rust-proof quality is qualified;
step S501a, if the bundling quality is qualified and the rust prevention quality is qualified, determining whether the anchor cable number is consistent with the anchor hole number;
and step S501b, if the bundling quality is not qualified and/or the rust-proof quality is not qualified, replacing the anchor cable.
In this embodiment, before confirming whether the anchor cable number and the anchor hole number are consistent, the quality of the anchor cable should be checked to ensure that the quality of the anchor cable is qualified. It can be understood that the quality inspection of the anchor cable comprises bundling quality inspection and rust-proof quality inspection, and the bundling quality inspection ensures that the anchor cable is tightly bundled and has no looseness, and the anchor cable is prevented from loosening after entering an anchor hole; the rust-proof quality inspection ensures that the anchor cable is free of rust, avoids the actual effect of the anchor cable caused by rust before the service life of the engineering, and improves the engineering safety coefficient. If the bundling quality inspection and the rust-proof quality inspection of the anchor cable are both qualified, whether the anchor cable number is consistent with the anchor hole number is started, if one or both of the bundling quality inspection and the rust-proof quality inspection are failed, the anchor cable needs to be replaced or the anchor cable is manufactured again, so that the anchor cable meets the quality inspection standard.
Referring to fig. 5, in one embodiment, the anchor line includes an anchor section and a free section, the anchor section being positioned at an end of the anchor hole remote from the cliff wall, the step of injecting cement mortar into the anchor hole through the grouting pipe comprising:
step S5031, grouting the anchor holes for one time to fix the anchor sections;
s5032, tensioning the anchor cable after the cement mortar is solidified, and performing secondary grouting on the anchor hole to fix the free section;
step S5033, observing whether the cement mortar is retracted after the secondary grouting;
step S5034, if yes, performing three-time slurry supplementing and waiting for the solidification of the cement mortar;
if not, waiting for the cement mortar to solidify.
In the embodiment, the anchor cable comprises an anchoring section arranged in a stable rock body and a free section arranged in an unstable rock body, and in the step of injecting cement mortar into the anchor hole through the grouting pipe, the anchor hole is firstly required to be subjected to primary grouting through the grouting pipe, cement mortar with the mark of M30 is injected, and after the cement mortar of the anchoring section reaches 100% of design strength, the anchor cable can be tensioned; after the anchor cable is tensioned, performing secondary grouting on the anchor hole, and before the secondary grouting, plugging the orifice of the anchor hole, performing pressure grouting, wherein the grouting pressure is 1Mpa to 2Mpa; after secondary grouting, observing whether the cement mortar is retracted, namely observing whether the cement mortar collapses along with the water emission in the drying process of the cement mortar, if so, performing three-time grouting on the cement mortar, and waiting for further solidification of the cement mortar to finish grouting operation, and if not, waiting for solidification of the cement mortar.
It can be appreciated that the primary grouting of the anchor hole is performed in order to tightly bond the anchor section provided in the firm rock mass with the rock mass, and the secondary grouting of the anchor hole is performed in order to tightly bond the free section provided in the unstable rock mass with the rock mass; in another embodiment, the anchor cable is cannulated in the free section, in which case the anchor and free sections may be disposable. In the grouting process, grouting records are needed, and meanwhile, each batch of grouting slurry is sampled to analyze and test the strength of the slurry, so that the strength of the slurry is ensured to be not lower than P.O42.5; when the grouting amount of the anchor hole exceeds the design capacity, timely reporting is needed, and measures such as intermittent grouting, setting time adjustment, accelerator doping and the like are adopted to remedy and process.
Referring to fig. 6, in one embodiment, after the cement mortar is cured, the steps of tensioning the anchor cable and secondarily grouting the anchor hole include:
step S5032a, after the cement mortar is solidified, detecting the compressive strength data of the cement mortar;
step S5032b, stretching the anchor cable when the compressive strength data reach 20 Mpa;
step S5032c, recording the elongation of the anchor cable;
and step S5032d, performing secondary grouting on the anchor holes.
It can be understood that before the anchor cable is tensioned, the compressive strength of the cement mortar needs to be detected, so that the compressive strength of the cement mortar meets the design standard to ensure the tensioning effect and safety, and specifically, the tensioning of the anchor cable needs to be performed when the compressive strength reaches 20Mpa and after 80% of the design strength is reached. During tensioning, the tensioning force of the anchor cable is required to be strictly controlled, and the elongation of the anchor cable is controlled in an auxiliary manner, so that the tensioning quality is checked through double control, the tensioning of the anchor cable is ensured to meet the design requirement, and the anchor cable has safety; when the anchor cable is tensioned, the elongation of each level of anchor cable needs to be recorded, and the stress of the anchor cable during tensioning is ensured to be uniform.
Referring to fig. 7, in an embodiment, the anchor cable further includes an anchor head, the anchor head is disposed outside the anchor hole, and the step of tensioning and sealing the anchor to complete the reinforcement of the anchor cable includes:
step S601, performing surface treatment on the cliff, and improving the roughness of the cliff surface;
step S602, installing an anchor pier on the cliff, and enabling an anchor head to pass through the anchor pier;
step S603, installing an anchor backing plate on the anchor head, and enabling the anchor backing plate to be propped against the surface of the anchor pier;
and step S604, smearing anti-corrosion grease on the anchor head, and sealing the anchor head through concrete to complete anchor cable reinforcement.
In this embodiment, the anchor cable is further provided with an anchor head outside the anchor hole, the anchor head is connected to the free section, and the anchor cable is closed, so that the anchor cable is reinforced by firstly arranging an anchor pier at the anchor hole of the cliff, surface treatment is required to be performed on the surface of the cliff before arranging the anchor pier, then the anchor pier can be manufactured on site, a prefabricated anchor pier can be installed, the anchor head penetrates through the anchor pier, and an anchor backing plate is installed on the anchor head penetrating through the anchor pier, so that the anchor backing plate is propped against the surface of the anchor pier; and then coating anti-corrosion grease on the anchor head, and sealing the anchor head by using concrete to finish anchor cable reinforcement.
It can be understood that the cliff is subjected to surface treatment to improve the surface roughness of the cliff surface, so that subsequent installation or on-site anchor pier manufacturing is facilitated, and the friction force of the anchor pier is improved; the anchor pad is propped against the surface of the anchor pier, so that the anchor pier tightens the section of the anchor rope far away from the anchoring section, namely, the anchor rope stretches through the anchoring section and the two ends of the anchor pier, and has a certain stretching force, so that an unstable rock mass and a stable rock mass can be tightly combined into a whole, and the stability of the rock mass is improved. In order to ensure corrosion resistance and rust resistance of the anchor head, the anchor head is required to be in a closed environment by fully covering concrete on the basis of smearing corrosion-resistant grease on the anchor head so as to isolate air and moisture, ensure corrosion resistance and rust resistance of the anchor head and ensure engineering quality safety.
Referring to fig. 1, in one embodiment, prior to the step of installing the anchor line in the anchor hole, grouting to secure the anchor line in the anchor hole, the method further comprises:
and S04, carrying out anti-corrosion treatment on the anchor cable.
It can be appreciated that before the anchor cable is installed in the anchor hole, the anchor cable is further subjected to corrosion protection treatment, so that the anchor cable is ensured to meet corrosion resistance and rust resistance, and the durability and the service life of the anchor cable are improved. The anchor cable corrosion prevention comprises an anchor section corrosion prevention and a free section corrosion prevention, wherein the anchor section corrosion prevention isolates air and moisture through the sealing of cement mortar to form self corrosion prevention; the anticorrosion of the free section is realized by firstly coating anticorrosion grease on the free section anchor cable, then sleeving a sleeve, injecting the anticorrosion grease at the junction of the free section and the anchoring section so as to realize the full-coverage anticorrosion of the free section anchor cable, and finally winding the junction of the free section and the anchoring section by using an engineering adhesive tape, and fastening the junction to finish the anticorrosion of the anchor cable.
Referring to fig. 1, in an embodiment, after the step of drilling to form the anchor hole according to the drilling position, the method further includes:
s03, cleaning the anchor holes through high-pressure air;
checking whether the size data of the anchor hole are qualified or not and whether the position data are qualified or not;
step S03a, if the size data are qualified and the position data are qualified, installing the anchor cable in the anchor hole;
and step S03b, repairing the anchor hole if the size data are unqualified and/or the position data are unqualified.
In this embodiment, after the anchor hole is formed, the anchor hole is further inspected, and when the anchor hole meets the design requirement, the next process can be performed after the inspection is qualified. The detection of the anchor hole comprises size data detection and position data detection, wherein the size data detection comprises detection of the aperture and the hole depth of the anchor hole, related detection personnel stably push a drill bit into a drill hole in the detection process, and if the drill bit does not generate impact and shake in the pushing process, the drill rod hole entering length meets the design of the anchor hole depth and the drill rod is smooth and has no resistance in the withdrawal process, the size data detection of the drill hole is qualified; the position data inspection comprises the hole position, the inclination angle and the azimuth inspection of the anchor holes, the anchor holes are inspected by using tools such as azimuth scales, measuring scales and the like by comparing the original design data so as to ensure that the position data of the anchor holes are qualified, and when the size data and the position data are both qualified, the construction of all the anchor holes is qualified, and the next procedure can be carried out; if one or both of the size data and the position data are not qualified, repairing the anchor hole to enable the anchor hole to meet the design requirements.
The foregoing description is only of the optional embodiments of the present invention, and is not intended to limit the scope of the invention, and all equivalent structural modifications made by the present description and accompanying drawings or direct/indirect application in other related technical fields are included in the scope of the present invention.
Claims (10)
1. An anchor line reinforcing method for reinforcing a cliff wall, the anchor line reinforcing method comprising:
acquiring cliff structure data and determining a drilling position;
drilling according to the drilling position to form an anchor hole;
installing an anchor cable in the anchor hole, and grouting to fix the anchor cable in the anchor hole;
and tensioning and sealing the anchor to complete the reinforcement of the anchor cable.
2. The method of claim 1, wherein the step of obtaining cliff structure data and determining a drilling location comprises:
selecting a measurement location of the cliff;
measuring the measuring position to obtain rock mass construction data of the cliff;
judging whether the cliff has unstable rock mass or not according to the rock mass construction data;
if yes, marking the cliff to determine the drilling position;
if not, stopping.
3. The method of claim 1, wherein the step of drilling holes to form anchor holes according to the drilling locations comprises:
installing a drilling machine at the drilling position;
calibrating the position and angle of the drilling machine;
controlling the drilling machine to drill holes so as to form the anchor holes;
and numbering the anchor holes to obtain anchor hole numbers.
4. The method of claim 3, wherein the cable has a cable number, the cable includes a plurality of cable bodies and grouting pipes, and the step of installing the cable in the anchor hole and grouting to secure the cable in the anchor hole includes:
confirming whether the anchor cable number is consistent with the anchor hole number;
if yes, hole cleaning operation is carried out on the anchor holes, and the anchor cables are arranged in the anchor holes;
injecting cement mortar into the anchor holes through the grouting pipe;
after the cement mortar is solidified, fixing the anchor cable in the anchor hole;
and if not, replacing the anchor cable.
5. The method of claim 4, wherein prior to the step of confirming whether the anchor line number corresponds to the anchor hole number, further comprising:
checking whether the bundling quality of the anchor cable is qualified and whether the rust-proof quality of the anchor cable is qualified;
if the bundling quality is qualified and the rust prevention quality is qualified, confirming whether the anchor cable number is consistent with the anchor hole number;
and if the bundling quality is not qualified and/or the rust-proof quality is not qualified, replacing the anchor cable.
6. The method of claim 4, wherein the anchor line includes an anchor section and a free section, the anchor section being positioned at an end of the anchor hole remote from the cliff wall, the step of injecting cement mortar into the anchor hole through the grouting pipe comprising:
grouting the anchor holes for one time to fix the anchoring section;
tensioning the anchor cable after the cement mortar is solidified, and carrying out secondary grouting on the anchor hole so as to fix the free section;
observing whether the cement mortar is retracted after the secondary grouting;
if yes, performing three-time slurry supplementing, and waiting for the cement mortar to be solidified;
and if not, waiting for the cement mortar to solidify.
7. The method of claim 6, wherein the step of tensioning the cable after the cement mortar is cured and secondarily grouting the anchor hole comprises:
after the cement mortar is solidified, detecting compressive strength data of the cement mortar;
when the compressive strength data reach 20Mpa, tensioning the anchor cable;
recording the elongation of the anchor cable;
and carrying out secondary grouting on the anchor holes.
8. The method of claim 1, wherein the cable further comprises an anchor head disposed outside the anchor hole, and wherein the tensioning and sealing step comprises:
carrying out surface treatment on the cliff, and improving the roughness of the cliff surface;
installing an anchor pier on the cliff, and enabling the anchor head to penetrate through the anchor pier;
installing an anchor backing plate on the anchor head, and enabling the anchor backing plate to be propped against the surface of the anchor pier;
and (3) smearing anti-corrosion grease on the anchor head, and sealing the anchor head through concrete to complete the reinforcement of the anchor cable.
9. The method of claim 1, wherein prior to the step of installing the cable into the anchor hole and grouting to secure the cable within the anchor hole, further comprising:
and carrying out corrosion prevention treatment on the anchor cable.
10. The method of claim 1, wherein after the step of drilling holes to form anchor holes according to the drilling positions, further comprising:
clearing the anchor holes through high-pressure air;
checking whether the size data of the anchor hole are qualified or not and whether the position data are qualified or not;
if the size data are qualified and the position data are qualified, the anchor cable is arranged in the anchor hole;
and if the size data is not qualified and/or the position data is not qualified, repairing the anchor hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310243754.9A CN116291637A (en) | 2023-03-14 | 2023-03-14 | Anchor cable reinforcement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310243754.9A CN116291637A (en) | 2023-03-14 | 2023-03-14 | Anchor cable reinforcement method |
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| Publication Number | Publication Date |
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| CN116291637A true CN116291637A (en) | 2023-06-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310243754.9A Pending CN116291637A (en) | 2023-03-14 | 2023-03-14 | Anchor cable reinforcement method |
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| Country | Link |
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| CN (1) | CN116291637A (en) |
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2023
- 2023-03-14 CN CN202310243754.9A patent/CN116291637A/en active Pending
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