CN218373831U - Anchor cable structure for karst fracture development zone - Google Patents

Abstract

The utility model provides an anchor rope structure for karst crack is developed area, including the anchor rope body and be used for detecting the induction system of injected cement mortar degree of depth, induction system is including touching the water probe and setting up at this external instruction list of anchor rope, touch the water probe setting in this internal free section within range of anchor rope, the instruction list includes two terminals, and one of them terminal is connected with touching the water probe electricity, another terminal ground connection. The anchor cable structure is suitable for karst fracture development zones, can detect the grouting depth of the anchoring section, and ensures that the length of a cement mortar reinforcement body of the anchoring section meets the design requirement.

Description

Anchor cable structure for karst fracture development zone

Technical Field

The utility model relates to a geotechnical engineering technical field, concretely relates to anchor rope structure for karst crack is developed area.

Background

In geotechnical engineering, slope management engineering usually adopts anchor cables to reinforce, and the general flow of anchor cable construction is: measuring and positioning, drilling the anchor cable, judging a final hole to determine the length of the anchor cable, processing a karst fracture development zone of an anchoring section (if any), cleaning the hole, penetrating the cable (installing the anchor cable), grouting the anchoring section, pouring anchor piers, tensioning and locking, grouting the free section, and sealing the anchor.

According to the construction process, the grouting effect directly influences the quality of the anchor cable, so that the effect of the whole slope treatment is influenced. For the stratum of the karst fissure development zone, the grouting effect is influenced by several main factors: (1) the local crack of the anchoring section is developed or broken, and the grouting consumption is particularly large or the grouting leaks; (2) the covering layer of the free section is thick, loose pores in the soil body are large, the part is overhead, slurry leakage is caused, and the slurry return pipe cannot return slurry. Finally, the anchoring section cannot meet the requirement of anchoring length, and the drilled hole cannot be filled with the anchor rope, so that the quality of the anchor rope is directly influenced. The free section of current anchor cable structure can't directly judge if anchor section grout length satisfies the designing requirement if not grout to lead to the grout consumption huge, influence the construction progress, it is with high costs.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing an anchor rope structure for karst crack is developed and is taken to defect to prior art, this anchor rope structure is applicable to karst crack and develops the area, can survey anchor section slip casting degree of depth, ensures that anchor section cement mortar adds solid length and satisfies the designing requirement.

The utility model provides an anchor rope structure for karst crack is developed area, including the anchor rope body and be used for detecting the induction system of injected cement mortar degree of depth, induction system is including touching the water probe and setting up at this external instruction list of anchor rope, touch the water probe setting in this internal free section within range of anchor rope, the instruction list includes two terminals, and one of them terminal is connected with touching the water probe electricity, another terminal ground connection.

Further, the water contact probe is suspended in the anchor cable body.

Further, the anchor rope body includes the fixed bolster, the fixed bolster is provided with the through hole along the axial, be provided with the steel pipe in the through hole, the steel pipe passes through the framework of steel reinforcement and fixes in the through hole, set up in the steel pipe after touching water probe and passing through insulating material parcel.

Further, the water contact probe is connected with the indicating meter through an embedded wire, and the embedded wire is arranged in a through hole of the fixing support.

Furthermore, an anchoring section grouting pipe and a free section grouting pipe are further arranged in the through hole, and one end, extending into the anchor rod body, of the free section grouting pipe is fixed in the range of the free section.

Further, a centering bracket is arranged outside the fixed bracket.

Further, the distance between the water contact probe and the anchoring section is not less than 150cm.

Further, a sleeve is arranged outside the anchor cable body.

Further, the sleeve is arranged at a free section outside the anchor cable body.

Furthermore, an anchor cable guide cap is arranged at one anchoring end of the anchor cable body.

The utility model has the advantages that:

1. the utility model realizes the detection of the grouting depth of the anchoring section by arranging the water contact probe and the detection meter, when the anchoring section is grouted to a certain depth, the water contact probe contacts cement mortar, the pointer of the detection meter swings and the indicator lamp lights, namely, the grouting length of the anchoring section is judged to meet the design length requirement, the structure is simple, and the use is convenient;

2. the utility model fixes the steel pipe at the center of the fixed bracket through the steel reinforcement framework, and arranges the water contact probe in the steel pipe after being wrapped by rubber, thereby realizing the suspension arrangement of the water contact probe, and avoiding the misjudgment condition that the water contact probe is contacted with other structures to stop grouting;

3. the utility model discloses a set up free section slip casting pipe and anchor section slip casting pipe, anchor section slip casting pipe stretches into the drilling bottom and carries out pressure grouting, guarantees the anchor effect of anchor section, and free section slip casting pipe sets up in the free section within range of anchor rope body, adopts the mode of drill way ordinary pressure slip casting, has reduced the thick liquid volume of eating at the loose cover soil layer free section of depth, has solved the problem of the unable back slip of slip casting at the loose cover soil layer hole bottom of depth.

Drawings

FIG. 1 is a diagram illustrating the usage of the present invention;

FIG. 2 is a schematic layout of the water contact probe of the present invention;

fig. 3 is a cross-sectional view of the anchor body of the present invention;

FIG. 4 is a schematic view of the fixing device of the water contact probe of the present invention;

FIG. 5 is a schematic view of the plugging of the karst fissure zone of the anchoring section of the present invention;

fig. 6 is a schematic structural view of the simple measuring device of the present invention.

Reference numerals: 1, drilling; 2-cotton yarn balls; 3-cement mortar; 4-cement mortar plugging bodies; 5-karst fissure development zone; 6-temporary grouting pipe; 7-steel strand wires; 8-a guide cap; 9-reinforced concrete lattice beam; 10-treating the slope surface line; 11-anchor cable guide cap; 12-helical reinforcing steel bars; 13-anchor cable steel strand; 14-anchor cable cement mortar reinforcing body; 15-centering the bracket; 16-anchoring section grouting pipe; 17-a water contact probe; 18-free section grouting liquid level; 19-pre-buried wires; 20-free section grouting pipe; 21-a sleeve; 22-the concrete anchor is supported obliquely; 23-a concrete anchor head; 24-an anchor; 25-an indicator table; 26-a ground connection; 27-ground steel bars; 28-natural ground; 29-a fixed support; 30-a steel reinforcement framework; 31-steel pipe.

Detailed Description

In order to make the technical problems, technical solutions and advantageous effects to be solved by the present application clearer, the present application is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present application and are not intended to limit the present application.

It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or be indirectly on the other element. When an element is referred to as being "connected to" another element, it can be directly connected to the other element or be indirectly connected to the other element.

As shown in fig. 1, an anchor cable structure for a karst fissure development zone comprises an anchor cable body and a sensing device for detecting the depth of injected cement mortar 3, wherein the sensing device comprises a water contact probe 17 and an indicating gauge 25 arranged outside the anchor cable body, the water contact probe 17 is arranged in a free section range in the anchor cable body, the indicating gauge 25 comprises two binding posts, one binding post is electrically connected with the water contact probe 17, and the other binding post is grounded.

Specifically, the anchor cable body comprises an anchoring section and a free section, the anchoring section is a holding layer part required by design, namely a part anchored into a rock stratum, the free section is a non-holding part, the binding post of the indicator 25 comprises a black binding post and a red binding post, the water contact probe 17 is connected with the indicator 25 through an embedded wire 19, one end of the embedded wire 19 is fixed with the red binding post of the indicator 25, the other end of the embedded wire is connected with the water contact probe 17, the black binding post is connected with a grounding connecting wire 26, the embedded wire 19 and the grounding connecting wire 26 have good conductivity, and the tail end of the grounding connecting wire 26 is connected with a grounding steel bar 27 and is nailed into a natural ground 28; the embedded wires 19 are arranged in through holes of the fixing support 29, the water contact probe 17 and the indicating meter 25 sense and detect the depth of the mortar by using the principle of an electrode testing method, and the indicating meter 25 is a universal meter.

It can be understood that, in order to guarantee that anchor section cement mortar 3 adds solid 14 length and satisfies the designing requirement, need detect the degree of depth of the cement mortar 3 of anchor section, accessible touches water probe 17 and detects cement mortar 3, fill to touching water probe 17 and locate the degree of depth after when cement mortar 3, touch water probe 17 and contact cement mortar 3, the indicator table 25 pilot lamp is bright and the pointer is stable when terminal, show that anchor section cement mortar 3 adds solid 14 and reaches anchor section length designing requirement, thereby then can guarantee the anchor effect of anchor rope.

The water contact probe 17 is suspended in the anchor cable body.

Specifically, the water contact probe 17 is a metal rod, and because the indicating gauge 25 is sensitive, if the water contact probe 17 contacts the anchor cable steel strand 13 or the soil body, the indicating gauge 25 can swing in the grouting process, and grouting is stopped, so that misjudgment is caused, the measurement result of the indicating gauge 25 cannot be influenced by the suspension arrangement of the water contact probe 17, and the accuracy of the measurement result of the indicating gauge 25 is ensured.

In some embodiments, the anchor cable body includes a fixing bracket 29 and the anchor cable steel strand 13 disposed on the fixing bracket 29, the fixing bracket 29 is axially provided with a through hole, a steel pipe 31 is disposed in the through hole, the steel pipe 31 is fixed in the through hole through a steel skeleton 30, and the water contact probe 17 is wrapped by an insulating material and disposed in the steel pipe 31.

It can be understood that, because the steel pipe 31 is fixed in the fixing bracket 29 by the steel reinforcement framework 30, and the water contact probe 17 is wrapped by the insulating material and then arranged in the steel pipe 31, the water contact probe 17 does not separate from the steel pipe 31 and contact other structures, and does not directly contact the steel pipe 31 to affect the measurement result of the indicator 25.

An anchoring section grouting pipe 16 and a free section grouting pipe 20 are also arranged in the through hole.

Specifically, the anchoring section grouting pipe 16 extends into the anchoring section of the anchor rod body and is close to the tail end, namely, the bottom of the drill hole 1, so that pressure grouting is performed on the anchoring section, and one end, extending into the anchor rod body, of the free section grouting pipe 20 is fixed in the range of the free section, so that normal pressure grouting is performed on the free section.

It can be understood that, because the free section of the anchor rope corresponds to the deep loose covering soil layer, if the free section adopts the pressure grouting from the bottom of the hole to the top, the grouting pressure can be generated to cause the large-area diffusion of the grout in the loose soil body, thereby leading the free section to be incapable of back grouting or greatly increasing the using amount of the grout, therefore, the free section of the anchor rope body is grouted by utilizing the free section grouting pipe 20 arranged at the free section, namely, the hole of the drill hole 1 adopts the normal pressure grouting mode, the grout consumption of the free section of the deep loose covering soil layer can be reduced, and the problem that the back grouting can not be realized at the bottom of the hole of the deep loose covering soil layer is solved.

The centering bracket 15 is arranged outside the fixed bracket 29.

Specifically, a plurality of centering brackets 15 are uniformly arranged outside the fixed bracket 29 along the axial direction, and the spacing is 150cm.

In some embodiments, the distance between the water contact probe 17 and the anchoring section is not less than 150cm, so as to ensure that the length of the anchoring section meets the design requirement.

A sleeve 21 is arranged outside the anchor cable body. The sleeve 21 is arranged at the free section outside the anchor cable body.

Specifically, before the anchor section of the anchor cable body penetrates through the anchor cable, the sleeve 21 is stripped and cleaned, and the sleeve 21 is reserved at the free section, so that the anchor cable body can be used for corrosion prevention.

And an anchor cable guide cap 11 is arranged at one anchoring end of the anchor cable body.

The anchor cable guide cap 11 can prevent the anchor cable steel strand 13 at the front end of the anchor cable from being inserted into the side wall of the hole 1 of the drilled hole in the process that the anchor cable is inserted into the drilled hole 1, so that the anchor cable steel strand 13 is bundled and scattered.

The one end of anchor rope body anchor still is provided with spiral reinforcement 12, and spiral reinforcement 12's effect improves the compressive strength of anchor section, prevents that the anchor section from taking place local destruction under the effect of tensile stress.

The karst fracture development zone 5 is required to be plugged according to the geological condition of the karst fracture development zone 5, and then an anchor cable is used for anchoring.

The method for plugging the karst fissure development zone 5 comprises the following steps:

1) And (3) information feedback of the drilling hole 1: after the pay-off positioning is measured according to the design specification requirements, the depth and the speed of the drill hole 1 entering a rock stratum, entering a crack surface, breaking and the like, and the conditions of ash discharge, air discharge, broken stone chip discharge and the like are recorded in detail on site in the drilling process, and a supervision and geological engineer is fed back before a final hole;

2) Determining the length of the anchor cable by the final hole: and pushing the drill rod to the ending depth of the crack-dissolving development zone in a segmented manner and deepening the position by 80-100 cm, withdrawing the drill rod, judging the initial depth of the anchoring section according to the information feedback of the drilling hole 1, and determining the final anchor cable hole depth according to the designed anchor cable hole depth. When poor geological conditions such as a small karst fracture development zone 5 and the like encountered by the anchoring section are met, the starting and ending depth and the drilling speed of the anchoring section are independently marked so as to provide basic data for plugging the anchoring section;

3) Plugging a karst fissure development zone 5: determining the starting and stopping depth of a karst fracture development zone 5 according to the completed work, determining the starting and stopping depth of plugging according to the starting and stopping positions of the unfavorable geological zone, and starting plugging, wherein the main technical requirements of plugging are as follows:

(1) preparing a plugging material: the device comprises a cotton yarn ball 2, cement mortar 3 and a temporary grouting hose, wherein the diameter of the cotton yarn ball 2 is larger than the aperture of a drill hole 1;

(2) plugging by a plug: a drill rod of the drilling machine pushes the cotton yarn balls 2 to an initial plugging part, a grouting pipe is arranged from the opening to the cotton yarn balls 2 at the plugging part, and a small amount of M30 cement mortar 3 is poured through a hose;

(3) simple and easy measuring equipment: the device consists of a single steel strand 7 and a guide cap 8, is used for cleaning the hole wall of the drilled hole 1 and is used as simple measuring equipment for rechecking the hole depth.

(4) Plugging the karst fissure development zone 5: after the cement mortar 3 at the plugging part of the cotton yarn ball 2 is initially set, the simple measuring equipment is downwards penetrated to the position near the initial part of the karst fissure development zone 5, and grouting is carried out in the hole from the hole opening through the hose to form a plugging body; judging whether the grouting depth reaches the upper part of the initial position of the karst fissure development zone 5 according to the grouting amount, adopting simple measuring equipment for measurement, checking whether the grouting plugging depth meets the requirement, wherein the length of the cement mortar plugging body 4 needs to exceed the initial position of the karst fissure development zone 5 by at least 80-100 cm, otherwise, continuously pouring cement mortar 3, and adopting a measuring device for measurement until the length requirement of the plugging segment is met;

4) Hole sweeping: and after the plugging body is solidified, a drilling machine is adopted to sweep the hole until the plugging body is penetrated, and a hollow cement mortar 3 wall-fixing structure is formed in the karst fracture development zone 5, so that the leakage of slurry during the later stage anchoring section grouting is reduced or prevented. And completing the plugging of the karst fracture development zone 5.

The construction method of the anchor cable structure comprises the following steps:

1) And (4) anchor penetrating: manufacturing an anchor cable according to the length of the anchor cable determined by the final hole, presetting a temporary water-contact probe 17 and a connecting wire near the anchor section of the anchor cable, ensuring that the connecting wire and the water-contact probe 17 penetrate to a specified position along with the anchor cable, and ensuring that the hole depth of the tail end of the anchor cable and the tail end of the drill hole 1 is reserved, wherein the hole depth is generally 40-60 cm.

2) Pouring an anchor pier: the anchor pier consists of a reinforced concrete lattice beam 9 and a concrete anchor inclined support 22, wherein the reinforced concrete lattice beam 9 is arranged on a surface line 10 for treating the slope surface; the loose and floating soil on the slope surface is required to be cleaned before the concrete lattice beam is poured, or the soil body near the opening is reinforced or a steel plate is additionally arranged according to design requirements.

3) Grouting and detecting an anchoring section: the grouting adopts M35 cement mortar 3, the cement is preferably ordinary Portland cement not less than P.O42.5, and the grouting pressure is 0.1-0.3 MPa; preparing related facilities for detecting the grouting depth of the anchoring section outside the hole, wherein the specific requirements are as follows:

(1) preparing a detection material: the indication meter 25, the grounding connecting wire 26, the embedded wire 19 and the grounding steel bar 27;

(2) facility connection preparation: the terminal of the black wiring terminal of the indicator 25 is connected with the steel bar and inserted into the ground, and the red wiring terminal is connected with the embedded wire 19;

after the detection equipment is connected, grouting from the pre-embedded anchoring section grouting pipe 16, requiring to discharge water by slurry without disturbing the slurry, determining the position of a pre-embedded water contact probe 17 at the initial depth of the anchoring section according to the length of the anchoring section, when the grouting depth reaches the pre-embedded depth of the water contact probe 17, swinging a pointer of an indicator 25 and lighting an indicator lamp, and judging that the grouting length of the anchoring section meets the requirement of the design length when the free section grouting liquid level 18 submerges the water contact probe 17;

4) Tensioning, locking and grouting: after the anchoring section is solidified, the anchor cable is tensioned and locked by using the anchorage device 24, and the free section is subjected to normal-pressure grouting through the temporary grouting pipe 6 of the free section from the orifice until the orifice returns, so that the free section is full in grouting;

5) Sealing an anchor: and after the reinforced bodies 14 of the cement mortar 3 reach the age, performing a drawing experiment according to design requirements, and pouring a concrete anchor head 23 to seal the anchor after the requirements are met.

The above-mentioned embodiments are only used for illustrating the technical solutions of the present application, and not for limiting the same; although the present application has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; such modifications and substitutions do not substantially depart from the spirit and scope of the embodiments of the present application and are intended to be included within the scope of the present application.

Claims (10)

1. The utility model provides an anchor rope structure for karst crack develops area which characterized in that: including the anchor rope body and be used for detecting the induction system who injects cement mortar (3) the degree of depth, induction system is including touching water probe (17) and setting at this external instruction list (25) of anchor rope, touch water probe (17) and set up in this internal free section within range of anchor rope, instruction list (25) include two terminals, and one of them terminal is connected with touching water probe (17) electricity, and another terminal ground connection.

2. The anchor cable structure for karst fissure developmental zones as claimed in claim 1, wherein: the water contact probe (17) is arranged in the anchor cable body in a suspending mode.

3. An anchor cable construction for a karst fissure developmental zone as claimed in claim 2 wherein: the anchor rope body includes fixed bolster (29), fixed bolster (29) are provided with the through hole along the axial, be provided with steel pipe (31) in the through hole, steel pipe (31) are fixed in the through hole through steel reinforcement framework (30), set up in steel pipe (31) after touching water probe (17) pass through insulating material parcel.

4. A cable bolt structure for a karst fissure developmental zone as in claim 3, wherein: the water contact probe (17) is connected with the indicating meter (25) through an embedded wire (19), and the embedded wire (19) is arranged in a through hole of the fixed support (29).

5. An anchor cable construction for karst fissure developmental zone as in claim 3 wherein: an anchoring section grouting pipe (16) and a free section grouting pipe (20) are further arranged in the through hole, and one end, extending into the anchor rod body, of the free section grouting pipe (20) is fixed in the free section range.

6. A cable bolt structure for a karst fissure developmental zone as in claim 3, wherein: and a centering bracket (15) is arranged outside the fixed bracket (29).

7. A tendon structure for a karst fissure development zone as claimed in any one of claims 1 to 6 wherein: the distance between the water contact probe (17) and the anchoring section is not less than 150cm.

8. A tendon structure for a karst fissure development zone as claimed in any one of claims 1 to 6 wherein: and a sleeve (21) is arranged outside the anchor cable body.

9. The anchor cable structure for karst fissure developmental zones as claimed in claim 8, wherein: the sleeve (21) is arranged at a free section outside the anchor cable body.

10. A tendon structure for a karst fissure development zone as claimed in any one of claims 1 to 6 wherein: and an anchor cable guide cap (11) is arranged at one anchoring end of the anchor cable body.

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