CN111119935A - Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure - Google Patents
Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure Download PDFInfo
- Publication number
- CN111119935A CN111119935A CN201911224634.4A CN201911224634A CN111119935A CN 111119935 A CN111119935 A CN 111119935A CN 201911224634 A CN201911224634 A CN 201911224634A CN 111119935 A CN111119935 A CN 111119935A
- Authority
- CN
- China
- Prior art keywords
- grouting
- roadway
- soft
- surrounding rock
- broken
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices, or the like
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
Abstract
A multilayer grouting reinforcement method for surrounding rock of soft and broken tunnel structure belongs to the technical field of grouting reinforcement of mining and geotechnical engineering tunnels, and can solve the problem of large deformation of surrounding rock sections of soft and broken tunnel structures; through carrying out multi-level slip casting to the soft broken structure country rock in tunnel and consolidating, outside supporting body and the inside supporting body that forms after utilizing the slip casting to consolidate, and effectively hookup through the slip casting anchor rope between the inside and outside supporting body, the effectual bearing capacity who promotes the soft broken structure country rock, the deflection of the soft broken structure country rock has been controlled, the whole bearing capacity of the soft broken country rock has been improved, and the slip casting cost has been saved to a great extent, better economic and social have, the whole bearing performance of the body of having strengthened being annotated, the stable purpose of the soft broken structure country rock in guarantee tunnel has been realized.
Description
Technical Field
The invention belongs to the technical field of grouting reinforcement of mining and geotechnical engineering roadways, and particularly relates to a multilayer grouting reinforcement method for surrounding rocks of a soft and broken roadway structure.
Background
Along with the annual expansion of the coal mining scale in China, the geological and geological conditions of a mine tend to be more and more complex, particularly when a roadway passes through a soft and broken surrounding rock section, if only a support mode of an anchor net cable or a shed is adopted at the moment, the deformation of the surrounding rock of the roadway is difficult to control, the anchor net cable is supported in the soft and broken surrounding rock section, the surrounding rock is cracked and broken, the internal complete structure disappears, the anchorability is reduced, the phenomenon that the anchoring force required in the pre-tightening process of the anchor rod and the anchor cable is insufficient occurs, and the self-anchoring characteristic cannot be fully exerted; the shed type support is matched with the metal net to protect the side wall and protect the roof in the broken surrounding rock roadway, so that the instant sudden collapse and roof collapse of the broken surrounding rock can be prevented, however, the shed type support is passive support, the prestress for controlling deformation is difficult to be applied to the surrounding rock, the shed type support is deformed along with the surrounding rock, the extrusion force of the borne surrounding rock is increased, the resistance and the control on the deformation of the surrounding rock are realized, and the process that the shed type support plays a role in supporting is also the development process of the deformation of the broken surrounding rock. When the support mode of the shed type support is adopted for the soft and broken structural surrounding rock, the deformation of the support is increased along with the increase of the stress of the surrounding rock, the support is finally damaged and the support fails due to overload, and the deformation and the damage of the shed type support are accelerated under the adverse conditions of high stress, large section and the like.
When the broken surrounding rock is grouted and reinforced, the slurry is filled into the broken surrounding rock and then fills the internal cracks of the surrounding rock, and the cracked and broken surrounding rock is cemented, so that the cracks formed in the surrounding rock disappear, and the surrounding rock is restored to a continuum with a complete structure. When the slurry concretion body filled into the crack has enough strength, the development of the dilatancy damage of the cracking and abscission layer position in the surrounding rock under the action of high stress can be effectively prevented. Therefore, the grouting reinforcement is a reinforcement process of the surrounding rock on the basis of changing the internal structure of the broken surrounding rock, and meanwhile, the anchorability of the broken surrounding rock can be improved, so that sufficient anchoring force is provided for anchor rod and anchor cable support. However, the simple grouting of the broken surrounding rock does not change the stress condition of the surrounding rock, and under a high-stress environment, secondary cracking damage is easy to occur to the surrounding rock, the crack surface of the surrounding rock and a grout stone body, so that the reinforced secondary damage is easy to occur to the underground soft broken surrounding rock of the coal mine by adopting the simple grouting reinforcement, and on the basis, a multi-layer grouting reinforcement technology is required to be adopted under the original support mode of the underground soft broken roadway surrounding rock.
In the published literature, a patent of 'a sectional grouting reinforcement method for crushed coal bodies in a coal mine' with the publication number of CN 104533452A can be obtained, the method for reinforcing the crushed coal bodies comprises the steps of firstly injecting cement slurry into a tunnel within the range of 5-7 m through a short grouting pipe to reinforce the crushed coal bodies, forming a first barrier within the range of a pressure relief loose circle of the tunnel, then adopting a low-pressure large-flow grouting pump and a high-pressure small-flow grouting pump to match after the first barrier is solidified, and injecting the cement slurry into the first barrier through a long grouting pipe to reinforce surrounding rocks of the tunnel, wherein the method has the defects that the granularity of the single-liquid cement slurry is large, the slurry is difficult to inject into fine cracks or pores of a rock stratum, the diffusion radius is small, the setting time is difficult to control, and the grouting reinforcement effect can be influenced to a large extent; secondly, a grouting reinforcement area of a first barrier layer is formed by adopting two layers of polyurethane reaction bags, and the grouting reinforcement area is difficult to realize when the two layers of polyurethane reaction bags are installed; thirdly, a large amount of grouting materials are consumed for grouting reinforcement of the broken surrounding rock body within a certain depth range of the broken surrounding rock body through long and short grouting pipes, grouting engineering quantity is too large, and grouting reinforcement cost is too high.
The patent of 'a discontinuous double-shell deep roadway reinforcing method' with publication number CN 103982197A can be obtained in the published documents, the method is that an anchor net cable beam is adopted for supporting in one-time supporting during roadway excavation, a concrete layer with the thickness of 100mm is sprayed on the surface of the roadway, then the surrounding rock in the range of 0-3m of the surrounding rock of the roadway is grouted and reinforced to form a deep reinforcing shell, secondary supporting operation is carried out after the grouting and reinforcing operation is finished, and a long annular support is adopted on the surface of the roadway to form a stress bearing shell, so that double-shell deep roadway reinforcing is formed. One of the disadvantages of the method is that the reinforcing method can be adopted only under the condition that surrounding rocks of a roadway are relatively complete, if the surrounding rocks are too soft and broken, an anchor rod (cable) can fail, and the formed deep shell has poor stability; and the second mode is that the roadway adopts a long annular support when secondary supporting is carried out, the back plate is arranged on the surface of the support and the roadway to form a stress bearing shell, the shell structure easily causes the problems of uneven stress and large local deformation of the support, the integrity between the stress bearing shells is relatively poor, and the stability of the roadway surrounding rock cannot be fully ensured.
In order to solve the problem of large deformation of the surrounding rock section of the soft and broken structure of the roadway, the fracture of the surrounding rock of the soft and broken structure section is compacted, the strength and the rigidity of the structural surface of the surrounding rock of the roadway are improved, and the integrity of the surrounding rock is improved, so that the deformation of the surrounding rock of the roadway is effectively controlled, the effect of ensuring the stability of the surrounding rock of the roadway is achieved, and a method for multi-level grouting reinforcement of the surrounding rock of the soft and broken structure of the roadway is urgently required to be found.
Disclosure of Invention
The invention aims to solve the problem of large deformation of surrounding rock sections of soft and broken tunnel structures, realize the compaction and compaction of the cracks of the surrounding rock of the soft and broken tunnel structures, improve the strength and rigidity of the structural surface of the surrounding rock of the tunnel and improve the integrity of the surrounding rock, thereby effectively controlling the deformation of the surrounding rock of the tunnel, achieving the effect of ensuring the stability of the surrounding rock of the tunnel and providing the multi-layer grouting reinforcement method for the surrounding rock of the soft and broken tunnel structures.
The invention adopts the following technical scheme:
a multilayer grouting reinforcement method for surrounding rock of a soft and broken roadway structure comprises the following steps:
firstly, after tunneling and excavating the surrounding rocks of the soft and broken structure of the roadway, adopting a plurality of U-shaped steel sheds for primary supporting, preliminarily controlling the deformation of the surrounding rocks of the roadway, wherein the distance between the U-shaped steel sheds is 650mm, and 5 pull rods are adopted among the U-shaped steel sheds for interlocking;
secondly, after the U-shaped steel shed is erected, performing piling spraying operation within the range of 5-10m behind the heading, spraying a piling spraying layer with the thickness of 250mm on the surface of a roadway, and performing piling spraying, namely primary spraying of two sides, primary spraying of a top plate, secondary spraying of a full section and leveling by taking 2m as a cycle;
thirdly, after the pile-spraying is finished, arranging a grouting pump machine, a high-pressure pipeline and a grouting perforated pipe, starting shallow grouting reinforcement construction, respectively drilling shallow grouting holes with the depth of 3m on a top plate and two sides of the roadway, plugging the grouting perforated pipe into the shallow grouting holes, performing shallow grouting operation on the surrounding rock with a soft and broken structure, and after the grouting reinforcement of the surrounding rock within the range of 3m of the shallow part is completed, forming an outer-layer secondary bearing body of the roadway by the reinforced 3m surrounding rock, the U-shaped steel shed and a grouting layer, wherein the shallow grouting holes are arranged in a triangular mode along the roadway sides, the row spacing is 3m, the depth is 3m, and the distance between the upper shallow grouting holes and the top plate is 1.2 m; the distance between the lower shallow grouting drill hole and the bottom plate is 0.4m, and the lower shallow grouting drill hole and the roadway side are arranged at an included angle of 45 degrees, the distance between the top plate shallow grouting drill hole and the central line position of the top plate roadway is 0.3m, the lower shallow grouting drill hole and the top plate roadway are arranged along the vertical direction, the grouting pressure is 1-2 MPa, and the final hole grouting pressure is 2 MPa;
fourthly, after shallow grouting reinforcement operation is completed for 3-5 days, deep grouting reinforcement operation of the soft and broken surrounding rock is performed, the depth of a deep grouting hole is 8m, deep grouting operation is performed through a grouting anchor cable, the parameter of the grouting anchor cable is phi 22mm multiplied by 9000mm, an inner-layer secondary bearing body of a roadway is formed in the depth of 6-9m of the soft and broken surrounding rock through the deep grouting operation, wherein the deep grouting holes are arranged at equal intervals along the section of the roadway, the interval between the deep grouting holes is 1.5m, the row spacing is 3m, the distance between the deep grouting hole close to a bottom plate and a bottom plate of the roadway is 700mm, the included angle between the deep grouting hole of an arch shoulder of the roadway and the vertical direction of the roadway is 45 degrees, the deep grouting hole of a top plate is vertically arranged with the roadway of the top plate, the grouting pressure is 4-6 MPa, and the grouting pressure of a final hole is 6 MPa;
and fifthly, after grouting reinforcement operation of shallow and deep parts of the soft and broken surrounding rock is completed, the outer-layer secondary bearing body and the inner-layer secondary bearing body are mutually connected through grouting anchor cables, and soft and broken rock bodies with the thickness of 3m are arranged between the inner-layer secondary bearing body and the outer-layer secondary bearing body.
In the second step, the mass ratio of 425# common portland cement to water to sand to stone to JCT-1 shotcrete admixture to accelerator = 1: 0.4: 2: 2: 0.06: 0.04 is matched in the shotcrete construction.
And thirdly, the shallow grouting reinforcement construction step is as follows: drilling holes by using a drilling machine, plugging the grouting perforated pipes into the drilled holes, and sealing the drilled holes by using hemp ropes and an anchoring agent;
using 6m as an operation cycle, after drilling holes within the range of 6m are drilled and grouting perforated pipes are completely installed, arranging a grouting pump machine, connecting a water source and a high-pressure pipeline, and performing grouting operation of a first row of drilled holes, wherein a material A and a material B are used during grouting, the material A is 425# ordinary portland cement and JCT-2 concrete admixture, and the cement ratio of the material A is water: (Cement + JCT-2 concrete admixture) =0.5 (0.85 + 0.15); the material B is a JCT-3 curing agent, and the material A and the material B are mixed in a ratio of 1:1 during grouting operation;
when single-hole grouting operation is carried out, the injection gun is connected with the grouting perforated pipe, then a pump can be started to carry out grouting operation, when large-scale slurry leakage occurs to surrounding rocks of the roadway, the completion of the single-hole grouting operation is indicated, the pump can be stopped, pressure can be relieved, the injection gun and the grouting pipeline are dismantled, the drilling hole for next shallow grouting is moved to, and the next drilling hole grouting is carried out in sequence;
and during grouting operation of the shallow part of the roadway, performing grouting operation in a jumping grouting mode, namely performing grouting construction of a third row of drill holes after grouting construction of the first row of drill holes is finished, performing grouting operation of a second row of drill holes after grouting construction of the third row of drill holes is finished, and circulating the steps until all the grouting operation of the grouting drill holes of the shallow part of the soft and broken surrounding rock is finished.
In the fourth step, deep grouting reinforcement operation of the soft and broken surrounding rock comprises the following steps:
after the shallow grouting operation is finished for 3-5 days, drilling grouting anchor cables with the aperture of phi 42mm and the length of 9m by using a jumbolter according to the design positions of the grouting anchor cables, then installing the grouting anchor cables into the drill holes, and effectively anchoring the 1m range of the end by using Cka ultrafast 3530 multiplied by 2 anchoring agent;
the deep grouting operation uses 6m as an operation cycle, after drilling holes within the range of 6m are drilled and grouting anchor cables are completely installed, a grouting pump machine is arranged, after a water source and a high-pressure pipeline are connected, grouting operation of a first row of grouting anchor cables is carried out, materials A and materials B are used during grouting, the materials A are 425# ordinary portland cement and JCT-2 concrete admixture, and the cement ratio of the materials A is water: (Cement + JCT-2 concrete admixture) =0.5 (0.85 + 0.15); the material B is a JCT-3 curing agent, and the material A and the material B are mixed in a ratio of 1:1 during grouting operation;
when single-hole grouting operation is carried out, the grouting pump machine can be opened after the liquid injection gun is connected with the grouting anchor cable, grouting operation of deep surrounding rock is carried out, when the grouting amount reaches a calculated value, the completion of the single-hole grouting operation is represented, the pump can be stopped, pressure can be relieved, the liquid injection gun and the grouting pipeline are dismantled, the grouting pipeline is moved to the next grouting hole, and next drilling grouting is carried out in sequence;
and during deep grouting operation of the roadway, performing grouting operation in a jump grouting mode, namely performing grouting operation on a grouting anchor cable in a third row after the construction of the grouting anchor cable in the first row is finished, performing grouting operation on a grouting anchor cable in a second row after the construction of the grouting anchor cable in the third row is finished, and circulating the steps until all grouting holes in the deep part of the soft and broken surrounding rock are completely grouted.
A grouting anchor cable with the diameter of phi 22mm multiplied by 9000mm used for deep grouting is provided with a grout outlet hole with the diameter of 10mm at intervals of 500mm in the range of 7-8m of the end of the anchor cable.
When the tunnel carries out the shallow slip casting operation of soft broken structure country rock, slip casting floral tube is used in the shallow slip casting, long 3m is chooseed for use to the slip casting floral tube, the foraminiferous steel slip casting floral tube of diameter 25mm, interval 100mm beats on the slip casting floral tube and establishes the grout outlet of diameter 5mm, slip casting floral tube bottom is for flattening the end and in order to do benefit to the thick liquid and pass through the effective infiltration of grout outlet, slip casting floral tube end processing has the external screw thread can be connected with annotating the liquid rifle, shallow slip casting hole adopts the rope made of hemp and anchor to carry out effective hole sealing operation, hole sealing length is 0.5 m.
During the shallow outer layer and deep inner layer grouting reinforcement operation of soft broken surrounding rock, from the angle of ensuring that the surrounding rock cracks of the roadway are filled densely at 0-3m and 7-9m, the injected grout ensures the requirement of filling the cracks as much as possible and is injected until no grout is eaten in principle3(ii) a A-slurry consumption coefficient (1.2-1.5); l is the thickness of the reinforcing area in the length direction of the drilled hole, m; r is the effective diffusion radius of the slurry, m;
-fracture rate of surrounding rock (1-5%), lambda-filling factor of slurry, lambda<1。
The invention has the following beneficial effects:
the technical scheme provided by the invention solves the problems that the deformation of surrounding rock of a soft and broken structure of the roadway is large and the stability of the surrounding rock is difficult to ensure, achieves the purposes of effectively improving the bearing capacity of the surrounding rock of the roadway and ensuring the stability of the surrounding rock of the roadway, simultaneously saves the grouting cost as much as possible, improves the integral bearing performance of the surrounding rock and realizes the stability of the surrounding rock of the roadway.
Compared with the prior art, the invention adopts a multi-level grouting reinforcement method, and carries out multi-level grouting operation through the existing grouting material and grouting equipment, so that the construction is convenient; through carrying out multi-level slip casting to the soft broken structure country rock in tunnel and consolidating, outside supporting body and the inside supporting body that forms after utilizing the slip casting to consolidate, and effectively hookup through the slip casting anchor rope between the inside and outside supporting body, the effectual bearing capacity who promotes the soft broken structure country rock, the deflection of the soft broken structure country rock has been controlled, the whole bearing capacity of the soft broken country rock has been improved, and the slip casting cost has been saved to a great extent, better economic and social have, the whole bearing performance of the body of having strengthened being annotated, the stable purpose of the soft broken structure country rock in guarantee tunnel has been realized.
Drawings
FIG. 1 is a schematic diagram of multi-layer grouting reinforcement of soft and broken structural surrounding rock;
FIG. 2 is a schematic view of a single-hole grouting operation of the present invention;
FIG. 3 is a schematic view of a slip casting perforated pipe for shallow slip casting according to the present invention;
FIG. 4 is a schematic view of shallow grouting hole arrangement of the present invention;
FIG. 5 is a schematic view of a slip casting process of the present invention;
FIG. 6 is a schematic view of a deep grouting anchor cable according to the present invention;
FIG. 7 is an enlarged view of a portion of FIG. 6;
wherein: 1-outer secondary carrier; 2-softening the crushed rock mass; 3-inner layer secondary bearing body; 4-grouting the anchor cable; 5-spraying a layer in a stacking mode; 6-grouting a floral tube; 7-external threads; 8-flattening the ends; 9-shallow grouting and drilling; 10-U-shaped steel sheds; 11-a pull rod; 12-a water source; 13-425# Portland Cement; 14-JCT-2 concrete admixture; 15-JCT-3 curing agent; 16-high pressure line; 17-a grouting pump machine; 18-liquid injection gun; 19-slurry outlet.
Detailed Description
A multilayer grouting reinforcement method for surrounding rock of a soft and broken roadway structure comprises the following steps:
the method comprises the following steps: and excavating surrounding rocks of the soft and broken structure of the roadway, erecting a U-shaped steel shed 10, and piling and spraying concrete to form a piling and spraying layer 5.
(1) The broken structure country rock in tunnel softness is once strutted after the tunnelling excavation, adopts U36 shaped steel canopy, and preliminary control tunnel country rock's deformation, the canopy is apart from being 650mm, adopts the pull rod 11 that 5 phi 18 mm's round steel welded to interlock between the shaped steel canopy to reinforcing U shaped steel canopy 10's wholeness promotes U shaped steel canopy 10's whole bearing capacity.
(2) Performing the pile-spraying operation within the range of 5-10m behind the heading, wherein the mix ratio of the sprayed concrete in the pile-spraying operation is 425# common portland cement, water, sand, stone, JCT-1 sprayed concrete admixture and accelerator is = 1: 0.4: 2: 2: 0.06: 0.04; when the piling and spraying operation is carried out, the thickness of the piling and spraying layer 5 is set to be 250mm, 2m is taken as a cycle, and the piling and spraying sequence is two-side initial spraying → top plate initial spraying → full-section secondary spraying and leveling.
Step two: grouting operation for outer layer of soft and broken structural surrounding rock
(1) Drilling holes at the designed grouting reinforcement position by using a drilling machine, wherein the diameter of a drill bit is 42mm, the hole depth is 3m, after the drilling holes are drilled, the grouting perforated pipe 6 is timely plugged into the drilling holes for preventing the hole collapse phenomenon, and the drilling holes are effectively sealed by adopting hemp ropes and an anchoring agent.
(2) The shallow grouting operation uses 6m as an operation cycle, after drilling holes within the range of 6m are drilled and grouting floral tubes are completely installed, a grouting pump 17 is arranged, after a water source 12 and a high-pressure pipeline 16 are connected, the grouting operation of a first row of drilled holes is carried out, grouting materials used during grouting are composite materials, the composite materials mainly comprise a material A and a material B, the material A is 425# common portland cement 13 and JCT-2 concrete admixture 14, and the cement ratio of the material A is water: (Cement + JCT-2 concrete admixture) =0.5 (0.85 + 0.15); the material B is JCT-3 curing agent 15, and the material A and the material B are mixed in a ratio of 1:1 during grouting operation.
(3) When single-hole grouting operation is carried out, the liquid injection gun 18 and the grouting perforated pipe 6 are connected, then a pump can be started to carry out grouting operation, when large-scale bleeding of surrounding rocks of a roadway occurs, the completion of the single-hole grouting operation is indicated, the pump can be stopped, pressure is relieved, the liquid injection gun 18 and a grouting pipeline are dismantled, the shallow grouting drill hole 9 is moved to the next, and next drilling grouting is carried out in sequence.
(4) And during grouting operation of the shallow part of the roadway, performing grouting operation in a jump grouting mode, namely performing grouting construction of a third row of drill holes after grouting construction of the first row of drill holes is finished, performing grouting operation of a second row of drill holes after grouting construction of the third row of drill holes is finished, and circulating the steps until all the grouting holes of the shallow part of the soft and broken surrounding rock are completely grouted.
Step three: grouting operation for inner layer of soft and broken structural surrounding rock
(1) After the shallow grouting operation is completed for 3-5 days, drilling grouting anchor cables with the aperture of phi 42mm and the length of 9m by using a roof-bolter according to the design positions of the grouting anchor cables 4 in sequence, then installing the grouting anchor cables 4 into the drill holes, and effectively anchoring the 1m range of the end by using Cka ultrafast 3530 multiplied by 2 anchoring agent.
(2) The deep grouting operation takes 6m as an operation cycle, after drilling and setting within the range of 6m and the grouting anchor cables are completely installed, a grouting pump 17 is arranged, after a water source 12 and a high-pressure pipeline 16 are connected, grouting operation of the first row of grouting anchor cables 4 is carried out, grouting materials used during grouting are composite materials which mainly comprise a material A and a material B, the material A is 425# common portland cement 13 and JCT-2 concrete additive 14, and the cement ratio of the material A is water: (Cement + JCT-2 concrete admixture) =0.5 (0.85 + 0.15); the material B is JCT-3 curing agent 15, and the material A and the material B are mixed in a ratio of 1:1 during grouting operation.
(3) And when the grouting amount reaches the calculated numerical value, the grouting operation is finished, namely the completion of the single-hole grouting operation is represented, namely the pump can be stopped, the pressure is relieved, the grouting gun 18 and the high-pressure pipeline 16 are removed, the next grouting hole is moved to, and the next drilling hole is sequentially grouted.
(4) And during deep grouting operation of the roadway, performing grouting operation in a jump grouting mode, namely performing grouting operation on a grouting anchor cable in a third row after the construction of the grouting anchor cable in the first row is finished, performing grouting operation on a grouting anchor cable in a second row after the construction of the grouting anchor cable in the third row is finished, and circulating the steps until all grouting holes in the deep part of the soft and broken surrounding rock are completely grouted.
(5) After 5 days of grouting operation of the inner layer of the roadway is completed, pre-tightening force is sequentially applied to the grouting anchor cable 4 in the roadway, the pre-tightening force is not lower than 250kN, and after the pre-tightening force of the grouting anchor cable is applied, the outer layer bearing body 1 and the inner layer bearing body 3 of the soft and broken surrounding rock can be effectively connected, so that the integral bearing performance of the surrounding rock of the roadway is effectively improved, and the stability of the soft and broken surrounding rock is guaranteed.
Claims (5)
1. A multilayer grouting reinforcement method for surrounding rock of a soft and broken roadway structure is characterized by comprising the following steps: the method comprises the following steps:
firstly, after tunneling and excavating the surrounding rocks of the soft and broken structure of the roadway, adopting a plurality of U-shaped steel sheds for primary supporting, preliminarily controlling the deformation of the surrounding rocks of the roadway, wherein the distance between the U-shaped steel sheds is 650mm, and 5 pull rods are adopted among the U-shaped steel sheds for interlocking;
secondly, after the U-shaped steel shed is erected, performing piling spraying operation within the range of 5-10m behind the heading, spraying a piling spraying layer with the thickness of 250mm on the surface of a roadway, and performing piling spraying, namely primary spraying of two sides, primary spraying of a top plate, secondary spraying of a full section and leveling by taking 2m as a cycle;
thirdly, after the pile-spraying is finished, arranging a grouting pump machine, a high-pressure pipeline and a grouting perforated pipe, starting shallow grouting reinforcement construction, respectively drilling shallow grouting holes with the depth of 3m on a top plate and two sides of the roadway, plugging the grouting perforated pipe into the shallow grouting holes, performing shallow grouting operation on the surrounding rock with a soft and broken structure, and after the grouting reinforcement of the surrounding rock within the range of 3m of the shallow part is completed, forming an outer-layer secondary bearing body of the roadway by the reinforced 3m surrounding rock, the U-shaped steel shed and a grouting layer, wherein the shallow grouting holes are arranged in a triangular mode along the roadway sides, the row spacing is 3m, the depth is 3m, and the distance between the upper shallow grouting holes and the top plate is 1.2 m; the distance between the lower shallow grouting drill hole and the bottom plate is 0.4m, and the lower shallow grouting drill hole and the roadway side are arranged at an included angle of 45 degrees, the distance between the top plate shallow grouting drill hole and the central line position of the top plate roadway is 0.3m, the lower shallow grouting drill hole and the top plate roadway are arranged along the vertical direction, the grouting pressure is 1-2 MPa, and the final hole grouting pressure is 2 MPa;
fourthly, after shallow grouting reinforcement operation is completed for 3-5 days, deep grouting reinforcement operation of the soft and broken surrounding rock is performed, the depth of a deep grouting hole is 8m, deep grouting operation is performed through a grouting anchor cable, the parameter of the grouting anchor cable is phi 22mm multiplied by 9000mm, an inner-layer secondary bearing body of a roadway is formed in the depth of 6-9m of the soft and broken surrounding rock through the deep grouting operation, wherein the deep grouting holes are arranged at equal intervals along the section of the roadway, the interval between the deep grouting holes is 1.5m, the row spacing is 3m, the distance between the deep grouting hole close to a bottom plate and a bottom plate of the roadway is 700mm, the included angle between the deep grouting hole of an arch shoulder of the roadway and the vertical direction of the roadway is 45 degrees, the deep grouting hole of a top plate is vertically arranged with the roadway of the top plate, the grouting pressure is 4-6 MPa, and the grouting pressure of a final hole is 6 MPa;
and fifthly, after grouting reinforcement operation of shallow and deep parts of the soft and broken surrounding rock is completed, the outer-layer secondary bearing body and the inner-layer secondary bearing body are mutually connected through grouting anchor cables, and soft and broken rock bodies with the thickness of 3m are arranged between the inner-layer secondary bearing body and the outer-layer secondary bearing body.
2. The method for reinforcing surrounding rock of the soft and broken roadway structure by multi-layer grouting according to claim 1, is characterized in that: in the second step, the mass ratio of 425# common portland cement to water to sand to stone to JCT-1 shotcrete admixture to accelerator = 1: 0.4: 2: 2: 0.06: 0.04 is matched in the shotcrete construction.
3. The method for reinforcing surrounding rock of the soft and broken roadway structure by multi-layer grouting according to claim 1, is characterized in that: and thirdly, the shallow grouting reinforcement construction step is as follows: drilling holes by using a drilling machine, plugging the grouting perforated pipes into the drilled holes, and sealing the drilled holes by using hemp ropes and an anchoring agent;
using 6m as an operation cycle, after drilling holes within the range of 6m are drilled and grouting perforated pipes are completely installed, arranging a grouting pump machine, connecting a water source and a high-pressure pipeline, and performing grouting operation of a first row of drilled holes, wherein a material A and a material B are used during grouting, the material A is 425# ordinary portland cement and JCT-2 concrete admixture, and the cement ratio of the material A is water: (Cement + JCT-2 concrete admixture) =0.5 (0.85 + 0.15); the material B is a JCT-3 curing agent, and the material A and the material B are mixed in a ratio of 1:1 during grouting operation;
when single-hole grouting operation is carried out, the injection gun is connected with the grouting perforated pipe, then a pump can be started to carry out grouting operation, when large-scale slurry leakage occurs to surrounding rocks of the roadway, the completion of the single-hole grouting operation is indicated, the pump can be stopped, pressure can be relieved, the injection gun and the grouting pipeline are dismantled, the drilling hole for next shallow grouting is moved to, and the next drilling hole grouting is carried out in sequence;
and during grouting operation of the shallow part of the roadway, performing grouting operation in a jumping grouting mode, namely performing grouting construction of a third row of drill holes after grouting construction of the first row of drill holes is finished, performing grouting operation of a second row of drill holes after grouting construction of the third row of drill holes is finished, and circulating the steps until all the grouting operation of the grouting drill holes of the shallow part of the soft and broken surrounding rock is finished.
4. The method for reinforcing surrounding rock of the soft and broken roadway structure by multi-layer grouting according to claim 1, is characterized in that: in the fourth step, deep grouting reinforcement operation of the soft and broken surrounding rock comprises the following steps:
after the shallow grouting operation is finished for 3-5 days, drilling grouting anchor cables with the aperture of phi 42mm and the length of 9m by using a jumbolter according to the design positions of the grouting anchor cables, then installing the grouting anchor cables into the drill holes, and effectively anchoring the 1m range of the end by using Cka ultrafast 3530 multiplied by 2 anchoring agent;
the deep grouting operation uses 6m as an operation cycle, after drilling holes within the range of 6m are drilled and grouting anchor cables are completely installed, a grouting pump machine is arranged, after a water source and a high-pressure pipeline are connected, grouting operation of a first row of grouting anchor cables is carried out, materials A and materials B are used during grouting, the materials A are 425# ordinary portland cement and JCT-2 concrete admixture, and the cement ratio of the materials A is water: (Cement + JCT-2 concrete admixture) =0.5 (0.85 + 0.15); the material B is a JCT-3 curing agent, and the material A and the material B are mixed in a ratio of 1:1 during grouting operation;
when single-hole grouting operation is carried out, the grouting pump machine can be opened after the liquid injection gun is connected with the grouting anchor cable, grouting operation of deep surrounding rock is carried out, when the grouting amount reaches a calculated value, the completion of the single-hole grouting operation is represented, the pump can be stopped, pressure can be relieved, the liquid injection gun and the grouting pipeline are dismantled, the grouting pipeline is moved to the next grouting hole, and next drilling grouting is carried out in sequence;
and during deep grouting operation of the roadway, performing grouting operation in a jump grouting mode, namely performing grouting operation on a grouting anchor cable in a third row after the construction of the grouting anchor cable in the first row is finished, performing grouting operation on a grouting anchor cable in a second row after the construction of the grouting anchor cable in the third row is finished, and circulating the steps until all grouting holes in the deep part of the soft and broken surrounding rock are completely grouted.
5. The roadway soft crushing structure of claim 1The multilayer surrounding rock grouting reinforcement method is characterized in that when the shallow outer layer and deep inner layer grouting reinforcement operation of soft broken surrounding rock is carried out, the grouting amount of each grouting hole is calculated through a formula, wherein Q = AL pi R β lambda is obtained, and Q is the single-hole grouting amount and m is the grouting amount of single-hole grouting liquid3(ii) a A-slurry consumption coefficient (1.2-1.5); l is the thickness of the reinforcing area in the length direction of the drilled hole, m; r is the effective diffusion radius of the slurry, m;
-fracture rate of surrounding rock (1-5%), lambda-filling factor of slurry, lambda<1。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911224634.4A CN111119935B (en) | 2019-12-04 | 2019-12-04 | Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911224634.4A CN111119935B (en) | 2019-12-04 | 2019-12-04 | Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111119935A true CN111119935A (en) | 2020-05-08 |
| CN111119935B CN111119935B (en) | 2021-05-25 |
Family
ID=70497415
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911224634.4A Active CN111119935B (en) | 2019-12-04 | 2019-12-04 | Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111119935B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111779534A (en) * | 2020-07-03 | 2020-10-16 | 河南理工大学 | Top grouting and roof contacting filling method by upward grouting column method |
| CN112780311A (en) * | 2021-03-01 | 2021-05-11 | 金诚信矿业管理股份有限公司 | Roadway engineering treatment method under complex engineering geological condition |
| CN112983440A (en) * | 2021-02-25 | 2021-06-18 | 山东黄金矿业(莱州)有限公司焦家金矿 | Efficient tunneling method for large-section tunnel of soft argillaceous sandstone zone |
| CN112983538A (en) * | 2021-04-02 | 2021-06-18 | 徐州中国矿大岩土工程新技术发展有限公司 | Coal mine goaf filling and grouting equipment |
| CN113107527A (en) * | 2021-04-24 | 2021-07-13 | 淮北市平远软岩支护工程技术有限公司 | Multi-level supporting process and monitoring method for roadway with large rock burst |
| CN113803086A (en) * | 2021-09-07 | 2021-12-17 | 山西晋煤集团技术研究院有限责任公司 | Segmented layered circulating grouting construction method for soft coal seam multiplexing roadway |
| CN114165268A (en) * | 2021-12-03 | 2022-03-11 | 兖州煤业股份有限公司 | Grading coordination and reinforcement method for coal roadway tunneling broken surrounding rock |
| CN114439505A (en) * | 2021-11-29 | 2022-05-06 | 陕西彬长孟村矿业有限公司 | Three-dimensional grouting method for roadway of roadway engineering |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU969900A1 (en) * | 1981-04-07 | 1982-10-30 | Казахский Филиал Всесоюзного Ордена Ленина Проектно-Изыскательского И Научно-Исследовательского Института "Гидропроект" Им.С.Я.Жука Министерства Энергетики И Электрификации Ссср | Method of erecting prestressed tunnel lining |
| CN101864967A (en) * | 2010-06-13 | 2010-10-20 | 中国矿业大学 | Strengthening and reinforcing method of high-ground-pressure soft rock laneway by hierarchical grouting |
| CN103912292A (en) * | 2014-04-23 | 2014-07-09 | 辽宁工程技术大学 | Fault-passing roadway waterproof damping and shock-resisting coupling support method |
| CN204002836U (en) * | 2014-06-07 | 2014-12-10 | 中国矿业大学 | The high-strength yield supporting structure of heavily stressed broken soft rock chamber |
| CN104594919A (en) * | 2015-01-22 | 2015-05-06 | 山东科技大学 | Soft rock roadway buffering tapered double strong shell support system and construction method thereof |
| CN105041353A (en) * | 2015-08-17 | 2015-11-11 | 河南理工大学 | Roadway anchor net re-jetting double-folded-shed surrounding rock control technology |
| CN107035387A (en) * | 2016-12-12 | 2017-08-11 | 贵州理工学院 | A kind of roadway surrounding rock control method under the influence of strong dynamic pressure |
| CN206681751U (en) * | 2017-04-12 | 2017-11-28 | 中国瑞林工程技术有限公司 | One kind is used for breaking surrounding rock alley way anchor and notes integrated support system |
| CN109458194A (en) * | 2018-12-24 | 2019-03-12 | 同济大学 | A kind of section grouting technology processing method of regulation tunnel cross section deformation |
| CN209704587U (en) * | 2019-03-04 | 2019-11-29 | 河南理工大学 | A kind of tunnel shell arch combination strength bearing structure |
-
2019
- 2019-12-04 CN CN201911224634.4A patent/CN111119935B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU969900A1 (en) * | 1981-04-07 | 1982-10-30 | Казахский Филиал Всесоюзного Ордена Ленина Проектно-Изыскательского И Научно-Исследовательского Института "Гидропроект" Им.С.Я.Жука Министерства Энергетики И Электрификации Ссср | Method of erecting prestressed tunnel lining |
| CN101864967A (en) * | 2010-06-13 | 2010-10-20 | 中国矿业大学 | Strengthening and reinforcing method of high-ground-pressure soft rock laneway by hierarchical grouting |
| CN103912292A (en) * | 2014-04-23 | 2014-07-09 | 辽宁工程技术大学 | Fault-passing roadway waterproof damping and shock-resisting coupling support method |
| CN204002836U (en) * | 2014-06-07 | 2014-12-10 | 中国矿业大学 | The high-strength yield supporting structure of heavily stressed broken soft rock chamber |
| CN104594919A (en) * | 2015-01-22 | 2015-05-06 | 山东科技大学 | Soft rock roadway buffering tapered double strong shell support system and construction method thereof |
| CN105041353A (en) * | 2015-08-17 | 2015-11-11 | 河南理工大学 | Roadway anchor net re-jetting double-folded-shed surrounding rock control technology |
| CN107035387A (en) * | 2016-12-12 | 2017-08-11 | 贵州理工学院 | A kind of roadway surrounding rock control method under the influence of strong dynamic pressure |
| CN206681751U (en) * | 2017-04-12 | 2017-11-28 | 中国瑞林工程技术有限公司 | One kind is used for breaking surrounding rock alley way anchor and notes integrated support system |
| CN109458194A (en) * | 2018-12-24 | 2019-03-12 | 同济大学 | A kind of section grouting technology processing method of regulation tunnel cross section deformation |
| CN209704587U (en) * | 2019-03-04 | 2019-11-29 | 河南理工大学 | A kind of tunnel shell arch combination strength bearing structure |
Non-Patent Citations (2)
| Title |
|---|
| 李文亮等: "伊田煤业2017工作面运输巷注浆加固技术研究与应用", 《能源技术与管理》 * |
| 王进尚等: "破碎围岩浅深孔配合加固注浆工艺研究与应用", 《煤炭技术》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111779534A (en) * | 2020-07-03 | 2020-10-16 | 河南理工大学 | Top grouting and roof contacting filling method by upward grouting column method |
| CN111779534B (en) * | 2020-07-03 | 2022-02-01 | 河南理工大学 | Top grouting and roof contacting filling method by upward grouting column method |
| CN112983440A (en) * | 2021-02-25 | 2021-06-18 | 山东黄金矿业(莱州)有限公司焦家金矿 | Efficient tunneling method for large-section tunnel of soft argillaceous sandstone zone |
| CN112780311A (en) * | 2021-03-01 | 2021-05-11 | 金诚信矿业管理股份有限公司 | Roadway engineering treatment method under complex engineering geological condition |
| CN112983538A (en) * | 2021-04-02 | 2021-06-18 | 徐州中国矿大岩土工程新技术发展有限公司 | Coal mine goaf filling and grouting equipment |
| CN113107527A (en) * | 2021-04-24 | 2021-07-13 | 淮北市平远软岩支护工程技术有限公司 | Multi-level supporting process and monitoring method for roadway with large rock burst |
| CN113107527B (en) * | 2021-04-24 | 2021-10-08 | 淮北市平远软岩支护工程技术有限公司 | Multi-level supporting process and monitoring method for roadway with large rock burst |
| CN113803086A (en) * | 2021-09-07 | 2021-12-17 | 山西晋煤集团技术研究院有限责任公司 | Segmented layered circulating grouting construction method for soft coal seam multiplexing roadway |
| CN114439505A (en) * | 2021-11-29 | 2022-05-06 | 陕西彬长孟村矿业有限公司 | Three-dimensional grouting method for roadway of roadway engineering |
| CN114165268A (en) * | 2021-12-03 | 2022-03-11 | 兖州煤业股份有限公司 | Grading coordination and reinforcement method for coal roadway tunneling broken surrounding rock |
| CN114165268B (en) * | 2021-12-03 | 2023-12-08 | 兖矿能源集团股份有限公司 | Grading coordination strengthening method for coal roadway tunneling broken surrounding rock |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111119935B (en) | 2021-05-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111119935B (en) | Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure | |
| JP7125550B2 (en) | SUPPORT STRUCTURE AND CONSTRUCTION METHOD FOR TWO-STAGE HIGH-SPEED CLOSING TUNNEL WITH INVERTED ARCH | |
| CN105041325B (en) | Construction method of high-tension water-rich extra-large-section weak breccia tunnel | |
| CN110939456B (en) | High-stress roadway combined ring body beam supporting structure and construction method thereof | |
| CN101929340B (en) | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process | |
| CN102493821B (en) | Support method for high stress roadway coal-rock mass | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN101748741B (en) | Construction method of concrete supporting structure | |
| CN110878696B (en) | Method for reinforcing surrounding rock of tunnel section at junction of upper soft and lower hard stratum shield method and mine method | |
| CN106321119A (en) | Double-layer anchor net cable supporting structure for controlling mining roadway surrounding rock deformation and method thereof | |
| CN104533446A (en) | Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel | |
| CN103603675A (en) | Supporting method of permeable soft broken rock stratum roadway | |
| CN107725056A (en) | One kind passes through silly stratum tunnel loopful quick grouting construction method in advance | |
| CN109083682A (en) | A kind of construction method of mine working antiseepage high intensity fire dam | |
| CN203515604U (en) | Tunnel Support structure for schist layer in deformation | |
| CN108035754A (en) | A kind of roadway bolt anchor cable combination supporting method | |
| CN102900446A (en) | Step-by-step strengthening method by anchoring and forming hole in downward sleeve of cracking medium | |
| CN108708743A (en) | A method of using grouting treatment Tunnel Collapse | |
| CN107965341A (en) | A kind of large-section underground pipe canopy pipe network concrete support method | |
| CN113107489A (en) | High-ground-pressure three-soft coal seam along-empty crossheading advanced grouting reinforcement method | |
| CN103321235A (en) | Composite soil nailing wall slope support method | |
| CN103089276A (en) | Deep-shallow hole and high-low pressure coupling grouting technology | |
| CN108265706A (en) | A kind of engineering pile and pile-formation process in solution cavity geology | |
| CN112963156A (en) | Composite reinforcing method and composite reinforcing structure for shallow tunnel in soil-rock composite stratum | |
| CN112177635A (en) | Construction method of step multiple advanced small guide pipe and construction method of overlapped tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |