CN109914405B - Anchoring system reinforcing method - Google Patents
Anchoring system reinforcing method Download PDFInfo
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- CN109914405B CN109914405B CN201910190528.2A CN201910190528A CN109914405B CN 109914405 B CN109914405 B CN 109914405B CN 201910190528 A CN201910190528 A CN 201910190528A CN 109914405 B CN109914405 B CN 109914405B
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- anchor rod
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- rock
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- 238000004873 anchoring Methods 0.000 title claims abstract description 129
- 238000000034 method Methods 0.000 title claims abstract description 39
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 43
- 238000012360 testing method Methods 0.000 claims description 18
- 239000011083 cement mortar Substances 0.000 claims description 14
- 239000004568 cement Substances 0.000 claims description 13
- 239000000835 fiber Substances 0.000 claims description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 5
- 230000002787 reinforcement Effects 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 239000000853 adhesive Substances 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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Abstract
A method of reinforcing an anchoring system, the method comprising the steps of: step 1: an anchor hole; step 2: will have a diameter L1The anchor rod is vertically placed in the center of the anchor hole;step 3, grouting; and 4, step 4: obtaining an anchoring body; and 5: obtaining the conventional drawing resistance F0 of the anchoring body; step 6: obtaining the drawing resistance F1 under the anchor rod damage mode; and 7: obtaining the drawing resistance F2 under the interface failure mode of the anchor rod and the anchoring body; and 8: obtaining the anti-drawing force F3 under the interface failure mode of the anchoring body and the rock-soil body; and step 9: comparing the sizes of the F0, the F1, the F2 and the F3 to judge the weak link of the anchoring system; step 10: and (4) selecting a corresponding reinforcing mode for reinforcing the weak link obtained in the step (9). The method for reinforcing the anchoring system provided by the invention can improve the anti-pulling force of the anchor rod, enhance the stability of a structure and greatly reduce the construction cost.
Description
Technical Field
The invention relates to the technical field of anchoring, in particular to a reinforcing method of an anchoring system.
Background
The anchor bolt support is an important support form in the projects such as railways, highways, tunnels, hydraulic engineering, coal mine roadways and the like, and is widely popularized and applied by the characteristics of quick, active and effective support, so that the quality inspection of the anchor bolt is particularly important, and the uplift resistance and the displacement of the anchor bolt are mainly detected by an anchor bolt drawing test at present. The anchor rod drawing force refers to the maximum drawing force which can be borne by the anchor rod, and is the comprehensive reflection of anchor rod material, processing and construction installation quality, and is a basic content of anchor rod quality detection. The drawing test is mainly used for testing the installation quality of the anchor rod and evaluating the anchoring capability of the anchor rod, and the maximum drawing force is the anchoring force under the condition of end anchoring. Under the condition of partial anchoring, the relationship between the maximum drawing force and the anchoring force is determined according to the rigidity relationship between the rock mass and the adhesive and between the anchor rod and the adhesive.
There are generally three modes of anchor system failure: the damage of the anchor rod (the fracture of the anchor rod), the damage of the anchor rod and the anchoring body interface (the falling of the anchor rod and the anchoring body interface), and the damage of the anchoring body and the rock-soil body interface (the damage of the anchoring body and the rock-soil body interface).
However, the anchor rod pullout resistance measured by the existing test is the anchor rod pullout resistance under the mixed action of all failure modes, the anchor rod pullout resistance measured in the actual engineering cannot be effectively distinguished, the anchoring system cannot be reinforced in the actual engineering, and the construction cost is increased.
Disclosure of Invention
The invention aims to solve the technical problem of providing an anchoring system reinforcing method, which can solve the problem that the existing method cannot obtain a weak link of an anchoring system, reinforce the weak link, improve the pulling resistance of an anchor rod, enhance the stability of a structure and greatly reduce the construction cost.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a method of reinforcing an anchoring system, the method comprising the steps of:
step 1: drilling a straight cylindrical hole on the flat rock-soil layer to be used as an anchor hole;
step 2: will have a diameter L1The anchor rod is vertically placed in the center of the anchor hole;
and step 3: cement mortar is injected into the anchor hole;
and 4, step 4: after grouting is finished, starting curing, and obtaining an anchoring body after curing time is reached;
and 5: carrying out a drawing test to obtain the conventional drawing resistance F0 of the anchoring body;
step 6: repeating the steps 1-4, increasing the diameter of the anchor rod in the step 2 or increasing the strength of the cement paste in the step 3, and carrying out a drawing test to obtain the drawing resistance F1 in the anchor rod failure mode;
and 7: repeating the steps 1-4, reducing the strength of the cement mortar in the step 3 or increasing the contact strength of the anchor rod and the anchoring body, and carrying out a drawing test to obtain the drawing resistance F2 in the interface failure mode of the anchor rod and the anchoring body;
and 8: repeating the steps 1-4, improving the strength of the cement mortar in the step 3 or increasing the contact strength of the anchoring body and the rock-soil layer, and carrying out a drawing test to obtain the drawing resistance F3 under the interface failure mode of the anchoring body and the rock-soil body;
and step 9: comparing the F0, the drawing resistance F1 in the anchor rod damage mode, the drawing resistance F2 in the anchor rod and anchor body interface damage mode and the drawing resistance F3 in the anchor body and rock-soil body interface damage mode, and judging the weak link of the anchoring system;
step 10: and (4) selecting a corresponding reinforcing mode for reinforcing the weak link obtained in the step (9).
The judgment standard adopted in the step 9 is as follows:
if it is
The weak link of the anchoring system is an anchor rod;
if it is
The weak link of the anchoring system is the interface of the anchor rod and the anchoring body;
if it is
And the weak link of the anchoring system is an interface between the anchoring body and the rock-soil body.
In the step 10:
if the weak link of the anchoring system is an anchor rod, replacing the existing anchor rod reinforcing steel bar with a high-strength reinforcing steel bar or a reinforcing steel bar with a larger diameter;
if the weak link of the anchoring system is the interface of the anchor rod and the anchoring body, arranging anchor rod branch bars on the anchoring length of the anchor rod or improving the strength grade of cement in the anchoring body or adding one or more high-strength fibers into the anchoring body so as to increase the friction force between the anchor rod and the interface of the anchoring body and improve the pulling resistance of the anchor rod;
if the weak link of the anchoring system is the interface of the anchoring body and the rock-soil body, the strength grade of cement in the anchoring body is improved, or high-strength fibers are added into the anchoring body, or the contact surface of the anchoring body and the rock-soil layer interface is chiseled into a concave-convex uneven contact surface by a mechanical wall chiseling method, and one or more rigid support bars are arranged on the contact surface, so that the contact area of the anchoring body and the rock-soil body interface is increased, and the anchor rod uplift resistance is improved.
In step 6, the method for increasing the strength of the cement paste in step 3 comprises the following steps:
adding high-strength fibers into the cement mortar in the step 3 or replacing the cement mortar with higher strength, directly arranging a plurality of rigid supporting strips on the wall of the anchor hole, or chiseling the contact surface of the interface of the anchoring body and the rock-soil layer into a concave-convex uneven contact surface by adopting a mechanical wall chiseling method, arranging the rigid supporting strips on the contact surface, and determining that the anchor rod is damaged in a damage mode by increasing the drawing force when the anchor rod is broken, so that the anti-drawing force F1 in the anchor rod damage mode is obtained.
In step 7, the method for increasing the contact strength of the anchor rod and the anchoring body comprises the following steps: increasing the diameter of the anchor rod, directly arranging a plurality of rigid supporting strips on the wall of the anchor hole, or chiseling the contact surface of the interface of the anchor body and the rock-soil layer into a concave-convex uneven contact surface by adopting a mechanical wall chiseling method, arranging the rigid supporting strips on the contact surface, and determining that the damage mode is the damage of the interface of the anchor rod and the anchor body by increasing the drawing force when the interface of the anchor rod and the anchor body falls off, so that the anti-drawing force F2 under the damage mode of the interface of the anchor rod and the anchor body is obtained at the moment.
In step 8, the method for increasing the contact strength of the anchoring body and the rock-soil layer comprises the following steps: increasing the diameter of the anchor rod and arranging anchor rod supporting strips on the anchoring length of the anchor rod.
The invention provides a method for reinforcing an anchoring system, which adopts the thinking of a reverse control variable method and comprises the following three test factors: the method comprises the steps of measuring the pullout resistance of the anchor rod in three damage modes by strengthening other two factors or weakening one factor under the conditions of an anchor rod interface, an anchor body-anchoring body interface and a rock-soil layer interface, judging which of the damage modes of the anchor system the damage mode in the engineering belongs to by using the obtained pullout resistance and comparing the pullout resistance in the three damage modes obtained in a test, strengthening the weak link in the anchor system aiming at the damage mode in the real engineering, and judging which of the damage modes of the anchor system the damage mode in the engineering belongs to, so that the performance of the damage surface can be pertinently strengthened, the damage surface is not easy to damage, and the stability of the anchor system is strengthened; the method has simple steps and easy operation, and greatly reduces the construction cost.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
fig. 1 is a schematic view illustrating reinforcement of an anchor rod if a weak link of the anchoring system is a weak link according to a first embodiment of the present invention;
fig. 2 is a schematic view of reinforcement of an interface between an anchor rod and an anchor body if a weak link of the anchoring system is a weak link according to the first embodiment of the present invention;
fig. 3 is a schematic reinforcement diagram of an interface between an anchor body and a rock-soil body if a weak link of the anchoring system is a weak link according to the first embodiment of the present invention.
Fig. 4 is a schematic reinforcement diagram of an interface between an anchor body and a rock-soil body if a weak link of the anchoring system is a weak link according to the first embodiment of the present invention.
Detailed Description
Example one
A method of reinforcing an anchoring system, the method comprising the steps of:
step 1: drilling a straight cylindrical hole on the flat rock-soil layer to be used as an anchor hole;
step 2: will have a diameter L1The anchor rod is vertically placed in the center of the anchor hole;
and step 3: cement mortar is injected into the anchor hole;
and 4, step 4: after grouting is finished, starting curing, and obtaining an anchoring body after curing time is reached;
and 5: carrying out a drawing test to obtain F0 with large conventional drawing resistance of the anchoring body;
step 6: repeating the steps 1-4, increasing the diameter of the anchor rod in the step 2 or increasing the strength of the cement paste in the step 3, and carrying out a drawing test to obtain the drawing resistance F1 in the anchor rod failure mode;
and 7: repeating the steps 1-4, reducing the strength of the cement mortar in the step 3 or increasing the contact strength of the anchor rod and the anchoring body, and carrying out a drawing test to obtain the drawing resistance F2 in the interface failure mode of the anchor rod and the anchoring body;
and 8: repeating the steps 1-4, improving the strength of the cement mortar in the step 3 or increasing the contact strength of the anchoring body and the rock-soil layer, and carrying out a drawing test to obtain the drawing resistance F3 under the interface failure mode of the anchoring body and the rock-soil body;
and step 9: comparing the F0, the drawing resistance F1 in the anchor rod damage mode, the drawing resistance F2 in the anchor rod and anchor body interface damage mode and the drawing resistance F3 in the anchor body and rock-soil body interface damage mode, and judging the weak link of the anchoring system;
step 10: and (4) selecting a corresponding reinforcing mode for reinforcing the weak link obtained in the step (9).
The judgment standard adopted in the step 9 is as follows:
if it is
The weak link of the anchoring system is an anchor rod;
if it is
The weak link of the anchoring system is the interface of the anchor rod and the anchoring body;
if it is
And the weak link of the anchoring system is an interface between the anchoring body and the rock-soil body.
In the step 10:
if the weak link of the anchoring system is an anchor rod, high-strength steel bars or steel bars with larger diameters are adopted to replace the existing anchor rod steel bars, as shown in fig. 1, the diameter of the anchor rod 1 before reinforcement is 20 mm, the diameter of the anchor rod 4 after reinforcement is 25 mm, and the anchoring body 2 and the rock-soil body 3 are not changed;
if the weak link of the anchoring system is the interface of the anchor rod and the anchoring body, arranging anchor rod branch bars on the anchoring length of the anchor rod or improving the strength grade of cement in the anchoring body or adding one or more high-strength fibers into the anchoring body so as to increase the friction force between the anchor rod and the interface of the anchoring body and improve the pulling resistance of the anchor rod; as shown in fig. 2, a rigid anchor rod branch 6 is welded within the anchoring length range of the anchor rod 1, the common anchoring body 2 is changed into a reinforced anchoring body 5, the reinforced anchoring body 5 is obtained by adopting a mode of adding high-strength fiber anchoring bodies or anchoring bodies made of high-strength cement or mixing 5-20% of expanding agent by mass into cement mortar, and the rock-soil body 3 is not changed.
If the weak link of the anchoring system is the interface of the anchoring body and the rock-soil body, the contact surface of the anchoring body and the interface of the rock-soil layer is chiseled into a concave-convex uneven contact surface by adopting a method of improving the strength grade of cement in the anchoring body or adding high-strength fibers into the anchoring body or mechanically chiseling the wall, and one or more rigid branch bars are arranged on the contact surface, so as to increase the contact area of the anchoring body and the rock-soil body interface and further improve the pulling resistance of the anchor rod, as shown in figure 3, a plurality of rigid supporting strips 7 are directly arranged on the wall of the anchor hole, and the common anchor body 2 is changed into a reinforced anchor body 5, or the contact surface of the anchoring body and the rock-soil layer interface of the rock-soil body 3 is dug into a concave-convex uneven contact surface 8 by adopting a mechanical wall chiseling method as shown in figure 4, and the contact surface 8 is inserted with a rigid branch 7 and changes the common anchor 2 into the reinforced anchor 5.
In step 6, the method for increasing the strength of the cement paste in step 3 comprises the following steps:
adding high-strength fibers into the cement mortar in the step 3 or replacing the cement mortar with higher strength, directly arranging a plurality of rigid supporting strips on the wall of the anchor hole, or chiseling the contact surface of the interface of the anchoring body and the rock-soil layer into a concave-convex uneven contact surface by adopting a mechanical wall chiseling method, arranging the rigid supporting strips on the contact surface, and determining that the anchor rod is damaged in a damage mode by increasing the drawing force when the anchor rod is broken, so that the anti-drawing force F1 in the anchor rod damage mode is obtained.
In step 7, the method for increasing the contact strength of the anchor rod and the anchoring body comprises the following steps: increasing the diameter of the anchor rod, directly arranging a plurality of rigid supporting strips on the wall of the anchor hole, or chiseling the contact surface of the interface of the anchor body and the rock-soil layer into a concave-convex uneven contact surface by adopting a mechanical wall chiseling method, arranging the rigid supporting strips on the contact surface, and determining that the damage mode is the damage of the interface of the anchor rod and the anchor body by increasing the drawing force when the interface of the anchor rod and the anchor body falls off, so that the anti-drawing force F2 under the damage mode of the interface of the anchor rod and the anchor body is obtained at the moment.
In step 8, the method for increasing the contact strength of the anchoring body and the rock-soil layer comprises the following steps: increasing the diameter of the anchor rod and arranging anchor rod supporting strips on the anchoring length of the anchor rod.
The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and features in the embodiments and examples in the present application may be arbitrarily combined with each other without conflict. The protection scope of the present invention is defined by the claims, and includes equivalents of technical features of the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.
Claims (3)
1. A method of reinforcing an anchoring system, the method comprising the steps of:
step 1: drilling a straight cylindrical hole on the flat rock-soil layer to be used as an anchor hole;
step (ii) of2: will have a diameter L1The anchor rod is vertically placed in the center of the anchor hole;
and step 3: cement mortar is injected into the anchor hole;
and 4, step 4: after grouting is finished, starting curing, and obtaining an anchoring body after curing time is reached;
and 5: carrying out a drawing test to obtain the conventional drawing resistance F0 of the anchoring body;
step 6: repeating the steps 1-4, increasing the strength of the cement paste in the step 3, and carrying out a drawing test to obtain the drawing resistance F1 in the anchor rod failure mode;
the method for increasing the strength of the cement paste in the step 3 comprises the following steps:
adding high-strength fibers into the cement mortar in the step 3 or replacing the cement mortar with higher strength, directly arranging a plurality of rigid supporting strips on the wall of the anchor hole, or chiseling a contact surface of an interface of an anchoring body and a rock-soil layer into a concave-convex uneven contact surface by adopting a mechanical wall chiseling method, arranging the rigid supporting strips on the contact surface, and determining that the anchor rod is damaged in a damage mode when the anchor rod is broken by increasing the drawing force, wherein the anti-drawing force F1 in the anchor rod damage mode is obtained at the moment;
and 7: repeating the steps 1-4, increasing the contact strength of the anchor rod and the anchoring body, and carrying out a drawing test to obtain the drawing resistance F2 in the interface failure mode of the anchor rod and the anchoring body;
the method for increasing the contact strength of the anchor rod and the anchoring body comprises the following steps: increasing the diameter of the anchor rod, directly arranging a plurality of rigid support bars on the wall of the anchor hole, or chiseling the contact surface of the interface of the anchor body and the rock-soil layer into a concave-convex uneven contact surface by adopting a mechanical wall chiseling method, arranging the rigid support bars on the contact surface, determining that the damage mode is the damage of the interface of the anchor rod and the anchor body by increasing the drawing force when the interface of the anchor rod and the anchor body falls off, and obtaining the anti-drawing force F2 under the damage mode of the interface of the anchor rod and the anchor body at the moment
And 8: repeating the steps 1-4, increasing the contact strength of the anchoring body and the rock-soil layer, and carrying out a drawing test to obtain the drawing resistance F3 under the interface failure mode of the anchoring body and the rock-soil body;
the method for increasing the contact strength of the anchoring body and the rock-soil layer comprises the following steps: increasing the diameter of the anchor rod and arranging anchor rod supporting strips on the anchoring length of the anchor rod;
and step 9: comparing the F0, the drawing resistance F1 in the anchor rod damage mode, the drawing resistance F2 in the anchor rod and anchor body interface damage mode and the drawing resistance F3 in the anchor body and rock-soil body interface damage mode, and judging the weak link of the anchoring system;
step 10: and (4) selecting a corresponding reinforcing mode for reinforcing the weak link obtained in the step (9).
2. The anchoring system reinforcing method according to claim 1, wherein the judgment criteria adopted in step 9 are:
if it is
The weak link of the anchoring system is an anchor rod;
if it is
The weak link of the anchoring system is the interface of the anchor rod and the anchoring body;
if it is
And the weak link of the anchoring system is an interface between the anchoring body and the rock-soil body.
3. A method of reinforcing an anchoring system according to claim 2, wherein in step 10:
if the weak link of the anchoring system is an anchor rod, replacing the existing anchor rod reinforcing steel bar with a high-strength reinforcing steel bar or a reinforcing steel bar with a larger diameter;
if the weak link of the anchoring system is the interface of the anchor rod and the anchoring body, arranging anchor rod branch bars on the anchoring length of the anchor rod or improving the strength grade of cement in the anchoring body or adding one or more high-strength fibers into the anchoring body so as to increase the friction force between the anchor rod and the interface of the anchoring body and improve the pulling resistance of the anchor rod;
if the weak link of the anchoring system is the interface of the anchoring body and the rock-soil body, the strength grade of cement in the anchoring body is improved, or high-strength fibers are added into the anchoring body, or the contact surface of the anchoring body and the rock-soil layer interface is chiseled into a concave-convex uneven contact surface by a mechanical wall chiseling method, and one or more rigid support bars are arranged on the contact surface, so that the contact area of the anchoring body and the rock-soil body interface is increased, and the anchor rod uplift resistance is improved.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910190528.2A CN109914405B (en) | 2019-03-13 | 2019-03-13 | Anchoring system reinforcing method |
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| CN201910190528.2A CN109914405B (en) | 2019-03-13 | 2019-03-13 | Anchoring system reinforcing method |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108331041A (en) * | 2018-02-28 | 2018-07-27 | 三峡大学 | A kind of experimental rig and method of soil anchor drawing |
| CN108920734A (en) * | 2018-04-20 | 2018-11-30 | 中国矿业大学 | GFRP anchor pole drawing process meso-mechanical analysis method |
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- 2019-03-13 CN CN201910190528.2A patent/CN109914405B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108331041A (en) * | 2018-02-28 | 2018-07-27 | 三峡大学 | A kind of experimental rig and method of soil anchor drawing |
| CN108920734A (en) * | 2018-04-20 | 2018-11-30 | 中国矿业大学 | GFRP anchor pole drawing process meso-mechanical analysis method |
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Application publication date: 20190621 Assignee: Hubei Hongzhuo Architectural Design Co.,Ltd. Assignor: CHINA THREE GORGES University Contract record no.: X2023980043461 Denomination of invention: A reinforcement method for anchoring system Granted publication date: 20200818 License type: Exclusive License Record date: 20231019 |
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Assignee: Hubei Hongzhuo Architectural Design Co.,Ltd. Assignor: CHINA THREE GORGES University Contract record no.: X2023980043461 Date of cancellation: 20240402 |