CN110593903B - Novel grouting anchor cable supporting method and grouting anchor cable - Google Patents

Novel grouting anchor cable supporting method and grouting anchor cable Download PDF

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Publication number
CN110593903B
CN110593903B CN201910923528.9A CN201910923528A CN110593903B CN 110593903 B CN110593903 B CN 110593903B CN 201910923528 A CN201910923528 A CN 201910923528A CN 110593903 B CN110593903 B CN 110593903B
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Prior art keywords
grouting
anchor
roadway
anchor cable
anchoring
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CN110593903A (en
Inventor
周跃进
李萌
李明鹏
郑丽辉
朱亚坤
马永东
毛东桂
张雷鸣
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China University of Mining and Technology CUMT
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China University of Mining and Technology CUMT
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • E21D20/003Machines for drilling anchor holes and setting anchor bolts
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • E21D20/02Setting anchoring-bolts with provisions for grouting
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection

Abstract

The invention discloses a novel grouting anchor cable supporting method and a grouting anchor cable, which comprises the steps of applying a prestressed anchor rod to a roadway, hanging a reinforcing mesh, and then spraying grout to the whole inner part at one time; secondly, drilling a roadway and installing a grouting anchor rod by using an anchor rod drilling machine; determining the specific position of the anchor hole, and installing anchor cable grouting equipment; grouting the anchor rod and the anchor cable to obtain an ingot type anchor block capable of forming a weight-shaped structure; and fifthly, spraying the inner surface of the roadway again after grouting. The grouting anchor cable comprises an exposed section, a free section and an anchoring section, and valves with different opening pressures are arranged on the grouting section. Has the advantages that: the positions of the anchor cables are reasonably arranged, so that the damage degree of the surrounding rock is weakened; and a plurality of discontinuous ingot type anchor blocks and the shallow shell type grouting layer are mutually cooperated, so that the roadway surrounding rock is protected in the whole depth. The ingot type anchor block with the special structure can not influence the whole bearing capacity of the roadway when the displacement is caused by geological deformation.

Description

Novel grouting anchor cable supporting method and grouting anchor cable
Technical Field
The invention relates to the field of mines, in particular to a novel grouting anchor cable supporting method and a grouting anchor cable.
Background
For a long time, large deformation of surrounding rocks is one of the most important geological disasters encountered in the construction process of underground engineering in various forms. With the increase of the excavation scale and deep mining of underground engineering, disaster cases of large deformation of surrounding rocks of the underground engineering are frequently seen. After the underground tunnel in high ground stress or deep environment is used for a period of time, the tunnel is easy to deform greatly due to the fact that the surrounding stress field is disturbed once when excavation is carried out and the superposition effect of supporting pressure is added when the working face is stoped. In order to ensure the normal use and the working safety of the tunnel, the underground tunnel and the supporting system thereof need to be maintained and overhauled. Therefore, the stability control and support of surrounding rocks in a large-deformation roadway crushing area are always important difficulties.
For the problem, there are the following solutions in the currently published documents, for example, in "research on continuous" double-shell "surrounding rock control mechanism of deep high-stress engineering soft rock roadway", full-text database of the chinese excellent master academic thesis, wangzhongyong, 2016, 5 months, the thesis proposes the theory that "certain shells are stacked on the stress reinforcement shell in space, and the two shells jointly form a continuous" double-shell "supporting structure". However, this method has the following problems in practical operation:
1. because the double-shell support is a drilling support from inside to outside of the roadway; in the supporting mode, in order to obtain a sufficient and complete shell at the outer circle, the density of drilled holes on the inner wall of the roadway is too high. Often, significant capital and manpower investments affect the efficiency and continuity of downhole production activities. And there is also a risk of excessive drilling and anchoring of the holes, resulting in a weakening of the supporting action of the inner wall of the roadway.
2. The shallow grouting area and the deep grouting area cannot form a synergistic supporting effect due to the limitation of different rock stratum components of different geology. The depth slip casting layer and slip casting anchor rope can't form effectual supporting system, mechanical structure, and stress can't be conducted to the country rock depths.
3. In the double-shell supporting method, the grouting anchor cable is clamped between two layers of grouting concreting bodies, and under the action of strong ground stress, sliding and dislocation are easy to occur, so that the supporting function is weakened or even lost.
Disclosure of Invention
The invention provides a novel grouting anchor cable supporting method and a grouting anchor cable, aiming at solving the problems that deep grouting is difficult to integrally form, deep grouting and shallow grouting cannot be cooperated, and deep grouting is easy to slide and misplace in double-shell supporting.
In order to achieve the purpose, the invention adopts the following technical scheme: a novel grouting anchor cable supporting method comprises a roadway and is characterized in that: the method comprises the following steps:
firstly, once spraying slurry on the whole interior of the roadway until the surface is flat.
Secondly, drilling a tunnel top plate and two sides by using an anchor rod drilling machine, and then completing the installation of a grouting anchor rod of a first shell type grouting layer; and then, drilling a hole in the roadway bottom plate by using an anchor rod drilling machine, and then, completing the installation of the grouting anchor rod of the second shell type grouting layer.
Determining the distance a between the grouting anchor cable drill holes in the roadway by using a collapse arch theory according to the actual condition of the roadway; under the condition that the anchoring width W is larger than the distance a between the grouting anchor cable drill holes, the working parameters of the anchor cable drill are obtained in sequence through calculation by utilizing the anchoring width W and the inverted cone destruction angle alpha in practical experience: anchoring depth h and anchoring section length L; the anchor cable drilling machine completes the drilling of the grouting anchor cable of the ingot type grouting layer on the top plate and the side part of the roadway in sequence according to the parameters; drilling the grouting anchor cable on the ingot type grouting layer on the roadway bottom plate; after the grouting anchor cable is installed in the drilled hole of the grouting anchor cable, cement hole sealing is adopted between the grouting anchor cable and the orifice sleeve, and secondary grouting is carried out on the surrounding rock of the roadway to form a secondary grouting layer.
Grouting the bottom plate, the two sides and the top plate of the roadway sequentially on the basis of the third step to form an annular shallow shell type grouting layer formed by a second shell type grouting layer and a first shell type grouting layer in sequence; performing secondary operation on the parameters in the step three to obtain grouting parameters of the ingot type anchor block capable of forming a weight-shaped structure, wherein the grouting parameters comprise: diffusion radius R and time of grouting t.
And fifthly, after grouting is finished, spraying the slurry on the surface of the roadway again and expanding the roadway to the designed section.
And step six, fixing other new roadways according to the sequence from the step one to the step five.
The obtaining of the working parameters of the anchor cable drilling machine in the third step comprises the following operation processes:
obtaining anchoring depth h by utilizing anchoring width W and inverted cone destruction angle alpha in practical experience through a trigonometric function;
reuse of anchoring depth formulaObtaining an anchoring force Tu, the length L of the anchoring section passing throughObtaining;
in the formula:
r-diffusion radius of the slurry, cm;
l-anchor segment length, m;
cu is the average value of the non-drainage shear strength of the whole length of the anchoring section, kPa;
d-diameter of straight rod section, m;
l-length of straight rod section, m;
nc — bearing coefficient, typically Nc ═ 9;
cub-the non-drainage shear strength, kPa, of the proximal end of the anchoring section;
τs-the bond strength between the hole wall and the grout body, kPa;
Aa-cross-sectional area of anchor cable body material, m2
Sf-a factor of safety against damage;
Fptk-allowable strength of anchor cable body material, kPa;
v is the anchor cable spacing, the collapse arch height, m;
gamma-volume weight of rock mass, kN/m3
t is the time required for grouting, s;
k is the permeability coefficient of the soil, cm/s;
h-grouting pressure head, cm;
β -the ratio of the viscosity of the slurry to the viscosity of the water;
r-diffusion radius of the slurry, cm;
r-radius of grouting hole, cm;
n-porosity of the soil.
Meanwhile, the distance a between anchor cable drill holes is injected in the third step through the collapse arch theoryAnd (4) obtaining.
In a specific implementation, the diffusion radius R and the grouting time t in the fourth step can be obtained by the following operations:
by passingObtaining a diffusion radius R; reuse of spherical diffusion theoryAnd obtaining the grouting time t.
A grouting anchor cable for implementing a novel grouting anchor cable support method comprises the following steps: exposed section, free segment, slip casting section and anchor section, the slip casting section includes: a first slurry outlet for high-pressure slurry outlet and a second slurry outlet for low-pressure slurry outlet are formed in the grouting section, and the first slurry outlet and the second slurry outlet are respectively positioned at the small-diameter end and the large-diameter end of the spindle-type anchor block; a high-pressure valve for opening the slurry outlet at high pressure is arranged on the first slurry outlet, and a low-pressure valve for opening the slurry outlet at low pressure and stopping the slurry outlet at high pressure is arranged on the second slurry outlet; the high-pressure of the low-pressure valve for stopping slurry discharge is smaller than the high-pressure opening pressure of the high-pressure valve.
According to one embodiment, a plurality of first fixing blocks are uniformly fixed at the positions, close to the inner wall of the grouting pipe, of the first grout outlet, and the first fixing blocks are fixedly connected with the first baffle through first tension springs. Furthermore, the section of the first slurry outlet is arranged in a splayed shape.
In another embodiment, an annular second fixing block is uniformly fixed on the inner wall of the grouting section between the first grout outlet and the second grout outlet, and the second fixing block is fixed with the fixing frame of the hollow structure through a second tension spring; the center of the fixed frame is connected with the sealing plate through a connecting rod; the outer diameter of the sealing plate is larger than the inner diameter of the second fixing block; the length of the connecting rod is smaller than the length of the deformed second tension spring and larger than the initial length of the second tension spring.
Compared with the prior art, the invention has the following beneficial effects: according to the invention, by reasonably arranging the positions of the anchor cables, the degree of damage to the surrounding rock is weakened, a plurality of discontinuous spindle-type anchor blocks and the shallow shell type grouting layer are cooperatively matched with each other, and the roadway surrounding rock can be integrally and deeply protected. On the basis, the ingot type anchor block with the special structure is non-connected, so that the bearing capacity of the whole roadway cannot be influenced when the displacement is caused by geological deformation, and the hidden danger caused by sliding and dislocation is avoided.
Drawings
FIG. 1 is a schematic view of a cross section of a roadway according to the present invention;
FIG. 2 is a schematic view showing a position ratio of an ingot type anchor block to a shallow grouting layer according to the present invention;
FIG. 3 is a schematic view of the connection of an ingot type anchor block and an anchor cable;
fig. 4 is a schematic structural view of the anchor cable;
FIG. 5 is a schematic view of the high pressure valve of FIG. 4 in an anchor line;
fig. 6 is a schematic structural diagram of the low-pressure valve in the anchor cable in fig. 4.
In the figure, a roadway 1, a first shell type grouting layer 21, a second shell type grouting layer 22, a deformation buffer belt 3, a spindle type grouting layer 4, a spindle type anchor block 5, an exposed section 6, a free section 7, a grouting section 8, a high-pressure valve I, a low-pressure valve II, a first grout outlet I81, a first fixed block I82, a first tension spring I83, a first baffle I84, a second grout outlet II 81, a second fixed block II 82, a second tension spring II 83, a fixed frame II 84, a connecting rod II 841, a sealing plate II 842, and an anchoring section 9.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples.
In order to solve the technical problems in the background art, as shown in fig. 1, 2 and 3, the invention provides a novel grouting anchor cable supporting method, which comprises a roadway 1 and comprises the following steps:
in the first step, firstly, once spraying slurry on the whole interior of the roadway 1 until the surface is flat; in the operation of this step, need use the concrete guniting lining layer to the smooth surface of tunnel 1 inner wall, restrict tunnel 1 country rock through the guniting, prevent to warp and collapse.
In the second step, after drilling the top plate and the two sides of the roadway 1 by using an anchor rod drilling machine, the installation of the grouting anchor rod of the first shell type grouting layer 21 is completed; and then, drilling a hole in the bottom plate of the roadway 1 by using an anchor rod drilling machine, and then, completing the installation of the grouting anchor rod of the second shell type grouting layer 22. The anchor grouting process and method in this step may be carried out according to the known processes, and the main purpose is to form a complete casing in the shallow part of the roadway 1 after the anchor grouting.
When the third step is implemented, the specific position of the roadway 1 where the anchor cable hole needs to be drilled needs to be located, and the distance a between the anchor cable drill holes in the roadway 1 is determined by using the collapse arch theory according to the actual situation of the roadway 1, so that the density of the anchor cable hole is favorably controlled, the instability of surrounding rocks caused by the over-dense anchor cable hole is prevented, and meanwhile, the situation that the ideal fixing purpose cannot be achieved due to the over-sparse density is also prevented. When the depth of an anchor cable hole needs to be determined, under the condition that the anchoring width W is larger than the distance a between grouting anchor cable drill holes, the working parameters of an anchor cable drilling machine are obtained in sequence through calculation by utilizing the anchoring width W and the inverted cone destruction angle alpha in practical experience: anchoring depth h and anchoring section length L; the anchor cable drilling machine completes the drilling of the grouting anchor cables of the ingot type grouting layer 4 on the top plate and the side part of the roadway 1 according to the parameters; and then drilling the grouting anchor cable on the ingot type grouting layer 4 on the bottom plate of the roadway 1. After the grouting anchor cable is installed in a drill hole of the grouting anchor cable, cement hole sealing is adopted between the grouting anchor cable and an orifice sleeve, secondary grouting is carried out on surrounding rocks of the roadway 1 to form a secondary grouting layer, and the purpose of secondary grouting is to avoid slurry leakage during deep grouting and prevent roadway weathering.
Anchor cable drilling parameters such as drilling depth in the third step can be calculated according to the following modes:
the distance a between the grouting anchor cable drill holes is based on the theory of collapse archAnd (4) obtaining.
Obtaining anchoring depth h by using anchoring width W and inverted cone destruction angle α in practical experience through trigonometric function, and obtaining anchoring depth h by using anchoring depth formulaObtaining the anchoring force Tu and further obtaining the length L of the anchoring section
In the formula:
r-diffusion radius of the slurry, cm;
l-anchor segment length, m;
cu is the average value of the non-drainage shear strength of the whole length of the anchoring section, kPa;
d-diameter of straight rod section, m;
l-length of straight rod section, m;
nc-coefficient of load-carrying capacity, typically Nc 9
Cub-the non-drainage shear strength, kPa, of the proximal end of the anchoring section;
τs-the bond strength between the hole wall and the grout body, kPa;
Aathe cross-sectional area of the anchor cable body material, m 2;
Sf-a factor of safety against damage;
Fptk-allowable strength of anchor cable body material, kPa;
v is the anchor cable spacing, the collapse arch height, m;
gamma-rock mass volume weight, kN/m 3;
t is the time required for grouting, s;
k is the permeability coefficient of the soil, cm/s;
h-grouting pressure head, cm;
β -the ratio of the viscosity of the slurry to the viscosity of the water;
r-diffusion radius of the slurry, cm;
r-radius of grouting hole, cm;
n-porosity of the soil.
On the basis of the third step, sequentially grouting a bottom plate, two sides and a top plate of the roadway 1 to form an annular shallow shell type grouting layer consisting of a second shell type grouting layer 22 and a first shell type grouting layer 21 in sequence;
performing secondary operation on the parameters in the step three to obtain grouting parameters of the ingot type anchor block 5 capable of forming a weight-shaped structure, wherein the grouting parameters comprise: the length L, the diffusion radius R and the grouting time t of the anchoring section in the anchor cable are injected by the ingot type anchor block 5. The specific operation process is as follows: by passingObtaining diffusion radius R, and then utilizing spherical diffusion theoryAnd obtaining the grouting time t.
For the formation of the ingot type anchor block 5, the infiltration radius at the large diameter end needs to be larger, and the infiltration radius at the small diameter end needs to be smaller, so that the ingot type anchor block 5 with a weight-shaped structure is formed.
And fifthly, after grouting is finished, backfilling the bottom plate of the roadway 1 with concrete and expanding the roadway to a designed section.
And step six, fixing other new roadways 1 according to the sequence from the step one to the step five.
In the above steps, the present invention eliminates the need for forming a shell-shaped deep grouting layer deep in the shallow grouting layer, as described in the prior art.
Through the mutually cooperative cooperation of the first shell type grouting layer 21 and the second shell type grouting layer 22 of the annular shallow part, the deformation buffer zone 3 and the ingot type anchor block 5 which are fixed on the inner wall of the roadway 1, the integral structure is more stable, and the ingot type anchor block 5 can be uniformly applied to the surface of the shell type grouting layer of the shallow part in a mutually radiation intersection mode.
Because the ingot type anchor block 5 is of a discontinuous structure, the sliding and the dislocation cannot be generated, and even if the single ingot type anchor block 5 inclines due to geological deformation, the mutual matching of the single ingot type anchor block and the adjacent ingot type anchor block 5 is not prevented, so that the acting force acting on the shallow shell is balanced.
As shown in fig. 4, 5 and 6, because of the special structure of the spindle-type anchor block 5 used in the present invention, it is not possible to implement the grouting equipment of the general anchor cable, and to this end, the present invention also discloses a grouting anchor cable for implementing the novel grouting anchor cable supporting method, including: expose section 6, free segment 7, slip casting section 8 and anchor section 9, its characterized in that, slip casting section 8 includes: and a first grout outlet I81 for high-pressure grout outlet and a second grout outlet II 81 for low-pressure grout outlet are arranged on the grouting section 8, and the first grout outlet I81 and the second grout outlet II 81 are respectively positioned at the small-diameter end and the large-diameter end of the spindle type anchor block 5.
A high-pressure valve I for opening the slurry outlet at high pressure is arranged on the first slurry outlet I81, and a low-pressure valve II for opening the slurry outlet at low pressure and stopping the slurry outlet at high pressure is arranged on the second slurry outlet II 81; and the high-pressure of stopping the slurry discharge of the low-pressure valve II is smaller than the high-pressure opening pressure of the high-pressure valve I.
In terms of specific structure, the high-pressure valve i of the present invention includes: first grout outlet I81 is close to slip casting pipe inner wall position evenly and is fixed with first fixed block I82 of a plurality of, first fixed block I82 is through first extension spring I83 and first baffle I84 fixed connection. In order to enable the first baffle I84 to be better clamped to the first pulp outlet I81, the section of the first pulp outlet I81 is arranged in a splayed mode.
For the specific structure of the low-pressure valve II, an annular second fixing block II 82 is uniformly fixed on the inner wall of the grouting section 8 between the first grout outlet I81 and the second grout outlet II 81, and the second fixing block II 82 is fixed with a hollow-out structure fixing frame II 84 through a second tension spring II 83; the center of the fixing frame II 84 is connected with the sealing plate II 842 through a connecting rod II 841; the outer diameter of the sealing plate II 842 is larger than the inner diameter of the second fixing block II 82; the length of connecting rod II 841 is less than the length behind the II 83 deformation of second extension spring, and is greater than the initial length of II 83 of second extension spring.
The anchor cable grouting equipment disclosed by the invention can be used as follows:
after the grouting work is started, the grouting pressure is set to be low pressure P1, the pressure P1 can open the grout outlet of the low-pressure valve II, the high-pressure grout outlet of the high-pressure valve I is closed, and after the grouting work is kept for a certain time in this way, the large-diameter end of the spindle type anchor block 5 can be formed near the second grout outlet II 81.
And then, the grouting pressure is adjusted to be P2, and P2 is greater than P1, and the pressure of P2 is greater than the closing pressure of the low-pressure valve II, so that the sealing plate II 842 and the second fixing block II 82 in the low-pressure valve II are pressed and attached to play a sealing role. As the pressure of the grout in the grouting pipe rises to P2, the first tension spring I83 is stretched, the first baffle I84 moves towards the outer side of the first grout outlet I81, and the first grout outlet I81 is opened. Pressure P2 was maintained for a period of time to allow the small diameter end of ingot anchor 5 to form near first slurry outlet i 81. Thus, the construction of the butt anchor 5 is completed. Through reasonable control of grouting pressure and grouting time, a unique weight-shaped structure is formed.

Claims (8)

1. A novel grouting anchor cable supporting method comprises a roadway (1), and is characterized in that: the method comprises the following steps:
firstly, applying a prestressed anchor rod to a roadway (1), hanging a reinforcing mesh, and then spraying slurry to the whole body of the roadway to fix the roadway to be smooth in surface;
secondly, drilling a top plate and two sides of the roadway (1) by using an anchor rod drilling machine, and then completing the installation of the grouting anchor rod of the first shell type grouting layer (21); then, drilling a hole in a bottom plate of the roadway (1) by using an anchor rod drilling machine, and then finishing the installation of a grouting anchor rod of the second shell type grouting layer (22);
thirdly, determining the distance a between the grouting anchor cable drill holes in the roadway (1) by utilizing a collapse arch theory according to the actual situation of the roadway (1);
under the condition that the anchoring width W is larger than the distance a between the grouting anchor cable drill holes, the working parameters of the anchor cable drill are obtained in sequence through calculation by utilizing the anchoring width W and the inverted cone destruction angle alpha in practical experience: anchoring depth h and anchoring section length L;
the anchor cable drilling machine completes the drilling of the anchor cables in the ingot type grouting layer (4) on the top plate and the side part of the roadway (1) according to the parameters; drilling of the anchor cable in the ingot type grouting layer (4) is completed on the bottom plate of the roadway (1);
after the grouting anchor cable is installed in the drilled hole of the grouting anchor cable, cement hole sealing is adopted between the grouting anchor cable and the orifice sleeve, and secondary grouting is carried out on surrounding rocks of the roadway (1) to form a secondary grouting layer;
on the basis of the third step, sequentially grouting a bottom plate, two sides and a top plate of the roadway (1) to sequentially form an annular shallow shell type grouting layer consisting of a second shell type grouting layer (22) and a first shell type grouting layer (21);
performing secondary operation on the parameters in the step three to obtain grouting parameters of the ingot type anchor block (5) capable of forming a weight-shaped structure, wherein the grouting parameters comprise: diffusion radius R and grouting time t;
after grouting is finished, spraying the slurry on the surface of the roadway (1) again and expanding the roadway to a designed section;
and step six, grouting reinforcement of other new roadways (1) is sequentially executed according to the step one to the step five.
2. The novel grouting anchor cable support method according to claim 1, characterized in that: the obtaining of the working parameters of the anchor cable drilling machine in the third step comprises the following operation processes:
obtaining anchoring depth h by utilizing anchoring width W and inverted cone destruction angle alpha in practical experience through a trigonometric function;
reuse of anchoring depth formulaObtaining an anchoring force Tu, the length L of the anchoring section passing throughObtaining;
in the formula:
r-diffusion radius of the slurry, cm;
l-anchor segment length, m;
cu is the average value of the non-drainage shear strength of the whole length of the anchoring section, kPa;
d-diameter of straight rod section, m;
l-length of straight rod section, m;
nc-coefficient of bearing capacity;
cub-the non-drainage shear strength, kPa, of the proximal end of the anchoring section;
τs-the bond strength between the hole wall and the grout body, kPa;
aa-anchor cable material sectional area, m2
Sf-a factor of safety against damage;
Fptk-allowable strength of anchor cable body material, kPa;
v is the anchor cable spacing, m;
b-collapsed arch height, m;
gamma-volume weight of rock mass, kN/m3
t is the time required for grouting, s;
k is the permeability coefficient of the soil, cm/s;
h-grouting pressure head, cm;
β -the ratio of the viscosity of the slurry to the viscosity of the water;
r-diffusion radius of the slurry, cm;
r-radius of grouting hole, cm;
n-porosity of the soil.
3. The novel grouting anchor cable support method according to claim 2, characterized in that: the distance a between the anchor cable drill holes is formed by the theory of collapse arch in the third stepAnd (4) obtaining.
4. The novel grouting anchor cable support method according to claim 2, characterized in that: in step four, the diffusion radius R and the grouting time t can be obtained by the following formula:
by passingObtaining a diffusion radius R; reuse of spherical diffusion theoryAnd obtaining the grouting time t.
5. A grouting bolt for carrying out the novel grouting bolt support method of claim 1, comprising: exposed section (6), free section (7), slip casting section (8) and anchor section (9), its characterized in that, slip casting section (8) includes: a first slurry outlet (I81) for high-pressure slurry outlet and a second slurry outlet (II 81) for low-pressure slurry outlet are arranged on the grouting section (8), and the first slurry outlet (I81) and the second slurry outlet (II 81) are respectively positioned at the small-diameter end and the large-diameter end of the spindle-type anchor block (5);
a high-pressure valve (I) for opening the pulp outlet at high pressure is arranged on the first pulp outlet (I81), and a low-pressure valve (II) for opening the pulp outlet at low pressure and stopping the pulp outlet at high pressure is arranged on the second pulp outlet (II 81); the high-pressure of the low-pressure valve (II) for stopping slurry discharge is smaller than the high-pressure opening pressure of the high-pressure valve (I).
6. The grouting anchor rope of claim 5, wherein: first grout outlet (I81) are close to slip casting intraductal wall position evenly to be fixed with first fixed block of a plurality of (I82), first fixed block (I82) are through first extension spring (I83) and first baffle (I84) fixed connection.
7. The grouting anchor rope of claim 6, wherein: the section of the first pulp outlet (I81) is arranged in a splayed shape.
8. The grouting anchor rope of claim 5, wherein: an annular second fixing block (II 82) is uniformly fixed on the inner wall of the grouting section (8) between the first grout outlet (I81) and the second grout outlet (II 81), and the second fixing block (II 82) is fixed with a hollow-out structure fixing frame (II 84) through a second tension spring (II 83); the center of the fixing frame (II 84) is connected with the sealing plate (II 842) through a connecting rod (II 841); the outer diameter of the sealing plate (II 842) is larger than the inner diameter of the second fixing block (II 82); the length of connecting rod (II 841) is less than the length behind second extension spring (II 83) deformation, and is greater than the initial length of second extension spring (II 83).
CN201910923528.9A 2019-09-27 2019-09-27 Novel grouting anchor cable supporting method and grouting anchor cable Active CN110593903B (en)

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Citations (8)

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