阅读说明：本技术 一种半明半暗偏压隧洞埋藏式深层支护的施工工艺 (Construction process of buried deep support of semi-open and semi-concealed bias tunnel ) 是由 范庭梧 王晓平 庞辉生 罗金贵 孙成贺 曹凯 巩亦真 于 2021-08-26 设计创作，主要内容包括：本发明公开一种半明半暗偏压隧洞埋藏式深层支护的施工工艺,偏压隧洞包括明洞和暗洞,该施工工艺包括：在暗洞的洞壁上基于预设进洞要求开设多个锚固孔；向锚固孔中放入刚性锚固件,刚性锚固件与锚固孔的孔壁之间存在间隙；向锚固孔填入填充料,直至填满锚固孔,填充料凝固后可与刚性锚固件结合形成隧洞支护,以支护隧洞。本发明可解决偏压隧洞洞身段、侧边墙深层支护问题,并解决因爆破作业震动而损坏支护措施导致的支护措施失效,进而引发隧洞边墙变形及塌方等工程领域中常见问题。(The invention discloses a construction process of a buried deep support of a semi-open and semi-concealed bias tunnel, wherein the bias tunnel comprises an open tunnel and a concealed tunnel, and the construction process comprises the following steps: arranging a plurality of anchoring holes on the wall of the hidden hole based on the preset hole entering requirement; placing a rigid anchoring piece into the anchoring hole, wherein a gap is formed between the rigid anchoring piece and the wall of the anchoring hole; and filling the anchoring holes with filler until the anchoring holes are filled with the filler, and combining the filler with the rigid anchoring piece after the filler is solidified to form a tunnel support so as to support the tunnel. The invention can solve the problem of deep support of the body section and the side wall of the bias tunnel, and solve the common problems in the engineering field that the support measures are invalid due to the damage of the support measures caused by the vibration of blasting operation, and further the deformation and the collapse of the side wall of the tunnel are caused.)

1. The utility model provides a construction technology of half bright half dark bias tunnel buried deep support, the bias tunnel includes open cut tunnel and dark tunnel, its characterized in that includes:

a plurality of anchoring holes are formed in the wall of the hidden hole based on the preset hole entering requirement;

placing a rigid anchoring piece into the anchoring hole, wherein a gap is formed between the rigid anchoring piece and the hole wall of the anchoring hole;

and filling filler into the anchoring holes until the anchoring holes are filled, wherein the filler can be combined with the rigid anchoring piece to form a tunnel support after being solidified so as to support the tunnel.

2. The construction process of the buried deep support of the semi-open and semi-dark bias tunnel according to claim 1, wherein before the wall of the dark tunnel is provided with a plurality of anchoring holes based on the preset tunnel entrance requirement, the construction process further comprises:

detecting geological conditions on the hole wall side of the dark hole;

and determining the pore-forming area, the pore-forming depth, the pore-forming quantity and the pore-forming density of the anchoring hole according to the geological condition.

3. The construction process of the buried deep support of the semi-open and semi-dark bias tunnel as claimed in claim 2, wherein the step of forming a plurality of anchoring holes on the wall of the dark tunnel based on the preset tunnel entrance requirement comprises:

and an anchoring hole is formed obliquely downwards from the hole wall of the hidden hole.

4. The construction process of the buried deep support of the semi-open and semi-dark bias tunnel according to claim 3,

the included angle between the axis of the anchoring hole and the horizontal plane is not less than 2 degrees and not more than 8 degrees; and/or the depth of the anchoring hole is not less than 8 meters and not more than 15 meters.

5. The process of claim 4, wherein the rigid anchoring member comprises a tendon;

placing a rigid anchor into the anchor hole, comprising:

inserting the anchor bar bundle from the orifice of the anchor hole, and calibrating the position of the anchor bar bundle so that the anchor bar bundle is substantially coaxial with the axis of the anchor hole.

6. The construction process of the buried deep support of the semi-open and semi-dark bias tunnel according to claim 5, wherein the step of calibrating the position of the anchor bar bundle comprises the following steps:

a plurality of centering brackets are arranged at intervals on the anchor tendon along the length direction of the anchor tendon; the centering support comprises a plurality of abutting arms, the abutting arms are arranged on the peripheral sides of the anchor bar bundles in a looped mode, and the abutting arms can abut against the hole walls of the anchoring holes, so that the anchor bar bundles and the axes of the anchoring holes are basically kept coaxial.

7. The construction process of the buried deep support of the semi-bright and semi-dark bias tunnel according to claim 5, wherein the ratio of the length of the anchor tendon bundle to the depth of the anchor hole is not less than 0.7 and not more than 0.9.

8. The construction process of the buried deep support of the semi-open and semi-dark bias tunnel according to claim 1, wherein the step of filling the anchoring holes with filling materials until the anchoring holes are filled comprises the following steps:

a hole plug is arranged at the orifice of the anchoring hole, and a first avoiding hole is arranged on the hole plug;

inserting a grouting pipe into the anchoring hole through the first avoiding hole until the insertion depth of the grouting pipe and the hole depth of the anchoring hole meet preset conditions;

and filling filler into the anchoring hole through the grouting pipe until the anchoring hole is filled.

9. The construction process of the buried deep support of the semi-bright and semi-dark bias tunnel as claimed in claim 8, wherein the hole plug is further provided with a second avoiding hole;

before filling the grouting pipe into the anchoring hole with the filler, filling the filler into the anchoring hole until the anchoring hole is filled with the filler, and the method further comprises the following steps:

and inserting a grout return pipe into the anchoring hole through the second avoiding hole, wherein the inserting depth of the grout return pipe is not less than 0.6 m and not more than 1.5 m.

10. The construction process of the buried deep support of the semi-bright and semi-dark bias tunnel as claimed in claim 1, wherein the filler is cement mortar, and the cement mortar is formed by mixing water, cement and sand in a mass ratio of 1: 2.5: 4.8-1: 3.0: 5.5.

Technical Field

The invention relates to the technical field of hydraulic and hydroelectric engineering, in particular to a construction process of a buried deep support of a semi-open and semi-concealed bias tunnel.

Background

In the process of hydraulic and hydroelectric engineering construction, tunnels are often required to be built in mountains. Due to the fact that a geological structure and the natural topography of an entrance and exit hole are asymmetric and the like, the tunnel is often subjected to a bias condition, the structure stress of the tunnel is complex, and in order to guarantee the safety of underground structure construction and the surrounding environment, support measures are needed to guarantee the stability of the tunnel.

The common tunnel building methods at present include a subsurface excavation method, an open excavation method and a semi-open and semi-dark method. When a bias tunnel is opened by adopting a semi-bright and semi-dark method, a common support measure during entering the tunnel is to add a pipe shed on the sleeve arch and arrange an anchor rod or a small guide pipe on a side wall with concentrated stress. The supporting measures only can realize shallow layer supporting, and the side slope can deform due to slope toe excavation in the tunnel excavation process, so that the collapse phenomenon can occur. In addition, after the tunnel enters the tunnel and is excavated and adopts blasting operation, the supporting measures can be damaged by the vibration generated by the blasting operation, so that the supporting measures are invalid, and further the whole section of the tunnel body is deformed, and even the large-area collapse of the tunnel is caused.

Disclosure of Invention

The invention mainly aims to provide a construction process of a buried deep support of a semi-open and semi-concealed bias tunnel, and aims to solve the technical problems that the existing tunnel construction support is not in place and collapse is easy to cause.

In order to achieve the purpose, the invention provides a construction process of a buried deep support of a semi-open and semi-concealed bias tunnel, wherein the bias tunnel comprises an open tunnel and a concealed tunnel, and the construction process comprises the following steps:

a plurality of anchoring holes are formed in the wall of the hidden hole based on the preset hole entering requirement;

placing a rigid anchoring piece into the anchoring hole, wherein a gap is formed between the rigid anchoring piece and the hole wall of the anchoring hole;

and filling filler into the anchoring holes until the anchoring holes are filled, wherein the filler can be combined with the rigid anchoring piece to form a tunnel support after being solidified so as to support the tunnel.

Optionally, before the opening of the plurality of anchoring holes in the wall of the hidden hole based on the preset hole-entering requirement, the process further includes:

detecting geological conditions on the hole wall side of the dark hole;

and determining the pore-forming area, the pore-forming depth, the pore-forming quantity and the pore-forming density of the anchoring hole according to the geological condition.

Optionally, the opening of a plurality of anchoring holes in the wall of the hidden hole based on the preset hole entry requirement includes:

and an anchoring hole is formed obliquely downwards from the hole wall of the hidden hole.

Optionally, the included angle between the axis of the anchoring hole and the horizontal plane is not less than 2 degrees and not more than 8 degrees; and/or the depth of the anchoring hole is not less than 8 meters and not more than 15 meters.

Optionally, the rigid anchor comprises a tendon;

placing a rigid anchor into the anchor hole, comprising:

inserting the anchor bar bundle from the orifice of the anchor hole, and calibrating the position of the anchor bar bundle so that the anchor bar bundle is substantially coaxial with the axis of the anchor hole.

Optionally, calibrating the position of the tendon bundles comprises:

a plurality of centering brackets are arranged at intervals on the anchor tendon along the length direction of the anchor tendon; the centering support comprises a plurality of abutting arms, the abutting arms are arranged on the peripheral sides of the anchor bar bundles in a looped mode, and the abutting arms can abut against the hole walls of the anchoring holes, so that the anchor bar bundles and the axes of the anchoring holes are basically kept coaxial.

Optionally, a ratio of the length of the tendon bundle to the depth of the anchoring hole is not less than 0.7 and not more than 0.9.

Optionally, filling the anchor hole with a filling material until the anchor hole is filled with the filling material, including:

a hole plug is arranged at the orifice of the anchoring hole, a first avoiding hole is arranged on the hole plug,

inserting a grouting pipe into the anchoring hole through the first avoiding hole until the insertion depth of the grouting pipe and the hole depth of the anchoring hole meet preset conditions;

and filling filler into the anchoring hole through the grouting pipe until the anchoring hole is filled.

Optionally, a second avoiding hole is further formed in the hole plug;

before filling the grouting pipe into the anchoring hole with the filler, filling the filler into the anchoring hole until the anchoring hole is filled with the filler, and the method further comprises the following steps:

and inserting a grout return pipe into the anchoring hole through the second avoiding hole, wherein the inserting depth of the grout return pipe is not less than 0.6 m and not more than 1.5 m.

Optionally, the filler is cement mortar, and the cement mortar is formed by mixing water, cement and sand in a mass ratio of 1: 2.5: 4.8-1: 3.0: 5.5.

The construction process of the technical scheme starts the anchor hole through the hole wall at the dark hole, sets up rigidity anchor assembly and filler in the anchor hole again, and this filler can combine with rigidity anchor assembly to form the tunnel after solidifying and know, so, can bury the tunnel at the geological depth of the dark hole side of tunnel and strut, and then can strengthen the inner structure intensity of massif to greatly descend the tunnel to advance the probability that the collapse appears in-process. Therefore, the construction process has the advantages of reducing the collapse probability of the tunnel and improving the tunnel entering safety.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.

FIG. 1 is a schematic flow chart of an embodiment of the construction process of the buried deep support of the semi-open and semi-concealed bias tunnel according to the present invention;

FIG. 2 is a schematic flow chart illustrating another embodiment of the construction process of the buried deep support of the semi-open and semi-concealed bias tunnel according to the present invention;

FIG. 3 is a schematic structural view of a buried deep support construction process of a semi-open and semi-concealed bias tunnel according to another embodiment of the present invention;

FIG. 4 is a schematic flow chart illustrating a construction process of a buried deep support of a semi-open and semi-concealed bias tunnel according to another embodiment of the present invention;

FIG. 5 is a schematic view illustrating a process of filling filler into an anchor hole according to an embodiment of the construction process of the buried deep support of the semi-open and semi-dark biased tunnel of the present invention;

FIG. 6 is a schematic view illustrating a process of filling filler into an anchor hole according to another embodiment of the construction process of the buried deep support of the semi-open and semi-dark biased tunnel of the present invention;

FIG. 7 is a schematic structural view of a tunnel according to the construction process of the buried deep support of the semi-open and semi-concealed bias tunnel of the present invention;

FIG. 8 is a schematic view of the anchoring holes and the anchoring members of the construction process of the buried deep support of the semi-open and semi-concealed bias tunnel of the present invention;

FIG. 9 is a schematic cross-sectional view of the anchor of FIG. 8.

The reference numbers illustrate:

reference numerals	Name (R)	Reference numerals	Name (R)
				1	Semi-bright and semi-dark bias tunnel	11	Open cut tunnel part
12	Part of the hidden hole	2	Anchoring hole
				3	Anchoring piece	31	Anchor tendon
32	Centering support	4	Grouting pipe
				5	Slurry return pipe	6	Hole plug
7	Ground line	8	Center line of tunnel

The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

It should be noted that, if directional indications (such as up, down, left, right, front, and back … …) are involved in the embodiment of the present invention, the directional indications are only used to explain the relative positional relationship between the components, the movement situation, and the like in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indications are changed accordingly.

In addition, if there is a description of "first", "second", etc. in an embodiment of the present invention, the description of "first", "second", etc. is for descriptive purposes only and is not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In addition, the meaning of "and/or" appearing throughout is to include three juxtapositions, exemplified by "A and/or B" including either scheme A, or scheme B, or a scheme in which both A and B are satisfied. In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.

The invention provides a construction process of a buried deep support of a semi-open and semi-concealed bias tunnel, which is used for tunnel construction based on a semi-open and semi-concealed tunnel entering method. As shown in fig. 7, since the semi-bright and semi-dark tunnel entering method is adopted, during the tunnel construction, the tunnel is divided into a bright tunnel part 11 and a dark tunnel part 12 by the tunnel center line 8.

Based on the semi-open and semi-hidden tunnel entering method, as shown in fig. 1, in one embodiment, the construction process of the buried deep support of the semi-open and semi-hidden bias tunnel of the invention comprises the following steps:

and S10, opening a plurality of anchoring holes 2 on the wall of the hidden hole 12 based on the preset hole-entering requirement.

Specifically, the hidden hole 12 refers to a hole body formed by a hidden digging method, and the hole wall of the hidden hole 12 refers to a wall beside the hidden hole 12 except the ground, in this embodiment, the hole wall is specifically a side wall of the hidden hole 12, and of course, in other embodiments, the hole wall may also include a top wall of the hidden hole 12.

The preset hole-entering requirement is a requirement for limiting conditions such as an opening mode, an opening number, an opening depth, an opening area, an opening aperture, an opening density and an opening direction of the anchoring holes 2, and can be adjusted adaptively according to a specific construction environment and construction requirements, which is not specifically limited in the present application.

Illustratively, during actual construction, a drill bit of appropriate diameter (e.g., a drill bit of appropriate diameter) may be employed on the down-the-hole drill) So that the side wall of the hidden hole 12 is provided with an anchoring hole 2 meeting the requirement of opening.

And S20, placing the rigid anchoring piece 3 into the anchoring hole 2, wherein a gap exists between the rigid anchoring piece 3 and the hole wall of the anchoring hole 2.

Specifically, the rigid anchor 3 means that the anchor 3 satisfies a certain degree of rigidity and is not easily deformed by an external force.

The gap between the rigid anchoring member 3 and the wall of the anchoring hole 2 means that the rigid anchoring member 3 is partially in contact with the wall of the anchoring hole 2 after the rigid anchoring member 3 is placed in the anchoring hole 2.

Illustratively, in the actual construction process, a manual excavator is adopted to match with the rigid anchoring piece 3 to insert the rigid anchoring piece into the anchoring hole 2, and in the process, if the excavator and manual operation are limited due to space limitation, a steel pipe with the bottom blocked can be used as a middle piece to push the rigid anchoring piece 3 to move until the rigid anchoring piece reaches the bottom of the anchoring hole 2; a gap is reserved between the rigid anchoring piece 3 and the hole wall of the anchoring hole 2, so that the subsequent pouring operation is facilitated.

And S30, filling the filling material into the anchoring holes 2 until the anchoring holes 2 are filled, and combining the filling material with the rigid anchoring pieces 3 to form a tunnel support after the filling material is solidified so as to support the tunnel.

Specifically, the filler is plastic slurry and has processability. Over time, the slurry will gradually set and harden.

Illustratively, in the actual construction process, the filling material is filled into the anchoring holes 2 through a mortar pump and a grouting pipe until the anchoring holes 2 are filled, the filling material is waited to be solidified, and the filling material can be combined with the rigid anchoring piece 3 to form a tunnel support after being solidified, so that the structural strength of the tunnel wall is increased, and the safety and the stability of the tunnel are further improved.

It can be understood that, this application technical scheme's construction process, through the hole wall at the dark hole begin the anchor hole, set up rigidity anchor assembly and filler in the anchor hole again, this filler can combine with rigidity anchor assembly to form the tunnel after solidifying and know, so, can bury the tunnel in the geology depths of the dark hole side of tunnel and strut, and then can strengthen the inner structure intensity of massif to greatly the probability that the tunnel of falling the bottom appears collapsing in-process. Therefore, the construction process has the advantages of reducing the collapse probability of the tunnel and improving the tunnel entering safety.

In an embodiment, before the plurality of anchoring holes 2 are formed in the wall of the blind hole 12 based on the preset hole-entering requirement, the construction process further comprises:

s101, detecting geological conditions on the wall side of the dark hole 12;

s102, determining the pore-forming area, the pore-forming depth, the pore-forming quantity and the pore-forming density of the anchoring hole 2 according to geological conditions.

Referring to fig. 2, the geological conditions refer to the types of rock and soil, their engineering properties, geological structures, landforms, hydrogeological conditions and surface geological effects. The detection of the geological conditions can be adaptively adjusted according to the actual construction environment and the construction requirements, which is not specifically limited in the present application.

In this embodiment, before drilling the anchoring hole 2, the geological conditions on the wall side of the blind hole 12 are detected to obtain the relevant data of the type of the rock and soil, the engineering properties, the geological structure, the topographic features, the hydrogeological conditions, the surface geological effects, and the like, and the hole-forming area, the hole-forming depth, the hole-forming number, and the hole-forming density of the anchoring hole 2 are determined according to the geological conditions, and then the drilling operation of the anchoring hole 2 can be performed.

In one embodiment, a plurality of anchoring holes 2 are formed in the wall of the blind hole 12 based on the preset hole-entering requirement, and the method comprises the following steps:

and S111, from the wall of the dark hole 12, opening an anchoring hole 2 obliquely downwards.

Specifically, in the present embodiment, the anchoring holes 2 formed obliquely downward from the wall of the blind hole 12 can improve the efficiency of the filling operation while ensuring the supporting strength.

Further, the included angle between the axis of the anchoring hole 2 and the horizontal plane is not less than 2 degrees and not more than 8 degrees; and/or the depth of the anchoring hole 2 is not less than 8 meters and not more than 15 meters.

In one embodiment, the included angle between the axis of the anchoring hole 2 and the horizontal plane is not less than 2 degrees and not more than 8 degrees, so that the filling efficiency of the filling material can be improved under the condition of ensuring the supporting strength, and a proper angle can be selected within the range according to specific geological conditions. Preferably, in the present embodiment, the angle between the axis of the anchoring hole 2 and the horizontal plane is not less than 3 ° and not more than 5 °;

the depth of the anchoring hole 2 is not less than 8 meters and not more than 15 meters, the depth is the distance from the hole opening of the anchoring hole 2 to the hole bottom of the anchoring hole 2, the depth of the support is insufficient due to undersize, the construction cost is increased due to oversize, and the depth of the anchoring hole 2 can be selected to be proper within the range according to specific geological conditions. Preferably, in the present embodiment, the depth of the anchoring hole 2 is not less than 10 meters and not more than 12 meters.

In an embodiment, the rigid anchor 3 comprises a tendon bundle 31;

specifically, the rigid anchoring member 3 includes an anchor bar bundle 31, and the anchor bar bundle 31 is composed of a plurality of reinforcing bars disposed around the same central axis, in this embodiment, 3C 25 reinforcing bars are disposed around the same central axis, arc welding is performed every 1 meter, the welding length is 25 cm, and then the anchor bar bundle 31 is manufactured. In other embodiments, different numbers of reinforcing steel bars with different diameters can be selected according to the construction environment, and the reinforcing steel bars are fixed to each other in a welding manner after being arranged around the same central axis, so that the anchor bar bundle 31 is manufactured.

Placing a rigid anchor member 3 into the anchoring hole 2, comprising:

s211, inserting the tendon 31 from the hole of the anchoring hole 2, and aligning the position of the tendon 31 so that the tendon 31 is substantially coaxial with the axis of the anchoring hole 2.

Specifically, the substantial coaxiality is that, in the insertion process of the tendon 31, the central axis of the tendon 31 coincides with the central axis of the anchoring hole 2 or forms a smaller included angle.

Referring to fig. 3, in an actual construction process, the processed anchor bar bundle 31 is inserted from the orifice of the anchor hole 2, and the position of the anchor bar bundle 31 is calibrated, so that the central axis of the anchor bar bundle 31 is substantially coaxial with the axis of the anchor hole 2, that is, the anchor bar bundle 31 is maintained in the middle of the anchor hole 2 in the insertion process, thereby ensuring the strength of the overall structure, and avoiding that the constructor makes misjudgment due to the abutment of the bottom of the steel bar and the side wall of the anchor hole 2, which results in the situation that the anchor bar bundle 31 is not inserted in place and affects the structural strength.

In one embodiment, calibrating the position of the tendon 31 includes:

s221, arranging a plurality of centering brackets 32 at intervals on the anchor tendon 31 along the length direction of the anchor tendon 31;

the centering bracket 32 includes a plurality of abutting arms, the plurality of abutting arms are annularly arranged on the periphery of the anchor bar bundle 31, and the plurality of abutting arms can abut against the hole wall of the anchor hole 2, so that the anchor bar bundle 31 and the axis of the anchor hole 2 are basically coaxial.

As shown in fig. 4, in the present embodiment, a plurality of centering brackets 32 are provided at intervals in the tendon 31 in the longitudinal direction of the tendon 31. The centering bracket 32 includes a plurality of abutting arms that are looped around the anchor bar bundle 31 to abut against the hole wall of the anchor hole 2 so that the anchor bar bundle 31 is substantially coaxial with the axis of the anchor hole 2. Moreover, after the subsequent filling material is solidified, the resistance between the anchor bar bundle 31 and the solid filling material is increased, and the supporting strength is enhanced.

Exemplary shown in conjunction with fig. 8 and 9Of centering holder 32The reinforcing bars are processed, the distance between two adjacent pairs of middle brackets 32 is 1.5 m, and a plurality of middle brackets 32 are welded on the anchor bar bundles 31. In other embodiments, the diameter of the steel bar may be selected according to the geological conditions of the current construction environment, and the distance between two adjacent pairs of middle brackets 32 may be appropriately adjusted when welding the middle brackets 32 to the anchor bar bundle 31.

Further, the ratio of the length of the tendon bundle 31 to the depth of the anchoring hole 2 is not less than 0.7 and not more than 0.9.

In an embodiment, the ratio of the length of the tendon 31 to the depth of the anchoring hole 2 is not less than 0.7 and not more than 0.9, and too small results in insufficient length of the tendon 31, which affects the supporting strength and increases the construction cost. Preferably, in the present embodiment, the ratio of the length of the tendon 31 to the depth of the tendon 31 is not less than 0.75 and not more than 0.9.

In one embodiment, filling the anchor hole 2 with a filling material until the anchor hole 2 is filled, includes:

s321, arranging a hole plug 6 at the hole opening of the anchoring hole 2, wherein a first avoiding hole is formed in the hole plug 6;

s322, inserting the grouting pipe 4 into the anchoring hole 2 through the first avoiding hole until the insertion depth of the grouting pipe 4 and the hole depth of the anchoring hole 2 meet preset conditions;

and S323, filling the filling material into the anchoring hole 2 through the grouting pipe 4 until the anchoring hole 2 is filled.

As shown in fig. 5 and 8, in the present embodiment, a hole plug 6 made of cotton yarn and mortar is provided at the opening of the anchoring hole 2 to close the anchoring hole 2 and prevent the filler from leaking out of the opening of the anchoring hole 2. The hole plug 6 is made of cotton yarns and mortar because the two materials are easy to obtain in the construction environment of the embodiment, the cost can be reduced, the mortar is filled in gaps of the cotton yarns, and the hole plug can be formed after the mortar is solidified. In other embodiments, the plug 6 may be made of a suitable material to close the anchoring hole 2 according to the current construction environment.

The hole plug 6 is provided with a first avoiding hole, the grouting pipe 4 is inserted into the anchoring hole 2 from the first avoiding hole until the insertion depth of the grouting pipe 4 and the hole depth of the anchoring hole 2 meet a preset condition, in the embodiment, the distance between the bottom of the grouting pipe 4 and the bottom of the anchor bar hole is not less than 0.5 m and not more than 1 m, so as to ensure the filling effect when filling the filler.

And (3) connecting a mortar pump and a grouting pipe with the grouting pipe 4, and pumping filler into the anchoring hole 2 through the grouting pipe and the grouting pipe 4 by the mortar pump until the anchoring hole 2 is filled.

In one embodiment, the hole plug 6 is further provided with a second avoiding hole; before filling the filler into the anchoring hole 2 through the grouting pipe 4, fill the filler into the anchoring hole 2 until filling the anchoring hole 2, and further include:

and S334, inserting the grout returning pipe 5 into the anchoring hole 2 through the second avoiding hole, wherein the inserting depth of the grout returning pipe 5 is not less than 0.6 m and not more than 1.5 m.

As shown in fig. 6 and 8, the hole plug 6 is further provided with a second avoiding hole, the grout return pipe 5 is inserted into the anchoring hole 2 from the second avoiding hole, the insertion depth of the grout return pipe 5 is not less than 0.6 m and not more than 1.5 m, the length of the grout return pipe 5 exposed out of the anchoring hole 2 is approximately 1 m, and it is ensured that the filling material overflows from the grout return pipe 5 after the anchoring hole 2 is filled with the filling material.

Preferably, in the present embodiment, the depth of insertion of the return pipe 5 is not less than 0.8 m and not more than 1.2 m.

In one embodiment, the filler is cement mortar, and the cement mortar is formed by mixing water, cement and sand in a mass ratio of 1: 2.5: 4.8-1: 3.0: 5.5.

Specifically, cement mortar is selected as a filling material, and compared with cement slurry, the cement mortar has the advantages of small shrinkage and low cost. The mass ratio range of water, cement and sand in the cement mortar is 1: 2.5: 4.8-1: 3.0: 5.5. The cement mortar obtained according to the proportion has the advantages of high compressive strength, low mortar consumption, high cohesive force and large friction coefficient.

Preferably, in the embodiment, the cement mortar is formed by mixing water, cement and sand in a mass ratio of 1: 2.7: 5.2, and specifically, 285 kg of water, 770.3 kg of cement and 1484.9 kg of sand are contained in each cubic meter of cement mortar.

The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention, and all modifications and equivalents of the present invention, which are made by the contents of the present specification and the accompanying drawings, or directly/indirectly applied to other related technical fields, are included in the scope of the present invention.