CN114000896A - Deep zonal fracture surrounding rock composite grouting reinforcement method - Google Patents
Deep zonal fracture surrounding rock composite grouting reinforcement method Download PDFInfo
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- 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
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- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
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Abstract
The invention discloses a deep zonal fracture surrounding rock composite grouting reinforcement method, which comprises the following steps: s1, partitioning the deep fractured surrounding rock, and dividing the deep fractured surrounding rock into a complete crushing area, a crushing reduction area, a crushing compression area and a similar original rock area according to the crushing degree; s2, carrying out slurry permeability zoning on each broken surrounding rock zone based on the deep broken surrounding rock zoning result to obtain a slurry high permeability zone, a slurry medium permeability zone and a slurry low permeability zone; s3, performing a grouting test on a construction site, and determining grouting pressure and drilling row spacing of each permeability characteristic subarea; s4, selecting corresponding grouting materials for each slurry seepage characteristic partition according to the fracture development degree; and S5, drilling and grouting the deep fractured surrounding rock subareas, and injecting each grouting material into the corresponding grout permeability characteristic subarea. The invention forms a mesh structure with interlaced slurry veins on the surrounding rock by various grouting modes and grouting materials, and greatly improves the mechanical property of the consolidation body.
Description
Technical Field
The invention relates to the technical field of coal mining, in particular to a deep zonal fracture surrounding rock composite grouting reinforcement method.
Background
Due to the large amount of exploitation of shallow coal resources, many coal mines in China gradually turn to the development of deep coal resources, and various complex geological rock masses such as tectonic fracture zones, faults, weak rock strata and the like are inevitably encountered in the excavation process of the surrounding rocks of the deep roadway. Meanwhile, the geomechanical environment of three-high-one disturbance in the deep mining process aggravates the difficulty of surrounding rock control, the surrounding rock of a deep roadway has the characteristics of severe deformation, large deformation amount, long deformation time and the like, and the roadway can meet the safe use requirement after being repaired for many times.
The grouting is one of main means for controlling the surrounding rock of the deep roadway, and has the functions of filling the cracks of the surrounding rock, improving the strength of the rock mass and increasing the deformation and damage resistance of the surrounding rock. Scholars at home and abroad carry out a plurality of researches on grouting reinforcement mechanism, reinforcement technology, engineering practice and the like, and analyze grouting effects and applicable conditions of different grouting modes, but mainly adopt a single grouting mode. Because deep tunnel country rock geomechanics environment is more abominable, adopt traditional single slip casting mode to be difficult to guarantee the country rock control effect, cause the tunnel country rock after slip casting is consolidated to collapse, the roof fall case sometimes takes place. The essence that collapse and roof fall still occur after grouting reinforcement of surrounding rock of a roadway is that the requirement of reliable performance indexes of deep complex geological rock cannot be met by a traditional single grouting mode.
The grouting reinforcement has two main functions, namely filling the fractured rock mass and improving the strength of the fractured rock mass. The stronger the compactness of the fractured rock mass, the stronger the deformation resistance of the fractured rock mass correspondingly, and the better the anchoring performance, the better the exertion of the anchoring mechanical property of the anchor rod is facilitated, and the transmission effect of the prestress of the anchor rod can be better exerted; the higher the strength of the fractured rock mass is, the stronger the self-bearing capacity of the surrounding rock is, and the active supporting function of the anchor rod can be exerted. How to construct a bearing structure with certain compactness, strength and integrity around the surrounding rock of the roadway is a core problem for solving the stability of deep complex rock masses.
Disclosure of Invention
The present invention is directed to solving, at least to some extent, one of the technical problems in the related art.
In order to achieve the purpose, the invention provides a deep zonal fracture surrounding rock composite grouting reinforcement method, which comprises the following steps:
s1, partitioning the deep fractured surrounding rock, and dividing the deep fractured surrounding rock into a complete crushing area, a crushing reduction area, a crushing compression area and a similar original rock area according to the crushing degree;
s2, carrying out slurry permeability zoning on each broken surrounding rock zone based on the deep broken surrounding rock zoning result to obtain a slurry high permeability zone, a slurry medium permeability zone and a slurry low permeability zone;
s3, performing a grouting test on a construction site, and determining grouting pressure and drilling row spacing of each permeability characteristic subarea;
s4, selecting corresponding grouting materials for each slurry seepage characteristic partition according to the fracture development degree;
and S5, drilling and grouting the deep fractured surrounding rock subareas, and injecting each grouting material into the corresponding grout permeability characteristic subarea.
The invention provides a deep fractured surrounding rock composite reinforcing technology which comprises grouting process compounding and material compounding. In the aspect of grouting process, different grouting modes are implemented based on the zonal fracture characteristics of the deep surrounding rock. By combining multiple grouting modes, deep cracked surrounding rock is formed into a compact and complete composite consolidation body; in the aspect of grouting materials, due to different sizes of rock fractures, the grouting materials with various sizes of grain diameters are selected for use in a matched mode, and the respective advantages are brought into play and are mutually complemented. The composite grouting technology can realize controllable grouting range and form, and the surrounding rock forms a mesh structure with mutually interwoven grout veins through various grouting modes and grouting materials, so that the mechanical properties of a consolidation body are greatly improved.
Optionally, when the permeability characteristics of the construction slurry are partitioned in S2, the construction slurry needs to correspond to a deep fractured surrounding rock partition in S1, the slurry high permeability zone corresponds to a complete fracture zone, the slurry medium permeability zone corresponds to a fracture reduction zone and a fracture compression zone, and the slurry low permeability zone corresponds to a similar original rock zone.
Further, the S5 includes the following steps:
s51, grouting and reinforcing the complete crushing area of the fractured coal rock mass,
drilling a one-step grouting hole which penetrates through the boundary of the complete crushing area and the crushing reduction area, and performing low-pressure permeation grouting on the one-step grouting hole;
s52, grouting and reinforcing the crushing reduction zone and the crushing compression zone of the deep rock mass,
drilling a two-step grouting hole penetrating to the boundary of the crushing and compressing area and the similar original rock area, and performing infiltration grouting and high-pressure splitting grouting on the two-step grouting hole;
s53, supplementary grouting or enlarging grouting range of the grouted area,
and drilling three-step grouting holes penetrating to the similar original rock area, and performing high-pressure splitting grouting on the three-step grouting holes.
Further, reserving the slurry solidification time for 5-7 days after grouting is finished in S51;
reserving slurry solidification time for 3-4 days after grouting is finished in S52;
and reserving the slurry solidification time for 1-2 days after grouting is finished in S53.
Further, the grouting time in the step S42 is longer than that in the step S41, so that the slurry is sufficiently spread.
Further, in S3, a construction area needs to be drilled in a grouting test, the drilling depth exceeds the crushing compression area, and a hole packer is used in a grouting test to perform a partition hole sealing grouting test.
Further, when the grouting test is performed in S3, the same slurry is injected into each slurry permeability zone, and the corresponding slurry high permeability zone is measured as a grouting low pressure zone, the slurry medium permeability zone is measured as a grouting medium pressure zone, and the slurry low permeability zone is measured as a grouting high pressure zone.
Further, the grouting material selected in S3 is selected to be ordinary cement paste, and the water cement ratio of the cement paste is 1: 1.
Further, in S4, the grouting material used for the different sections of slurry permeability is set as follows according to the opening and density of the crack in the cracking zone:
for a high-permeability area of slurry of deep fractured surrounding rock, which is a grouting low-pressure area, a granular inorganic material with the grain diameter of 30-100 mu m is adopted as a grouting material;
for a serous fluid middle-permeation area of the deep fractured surrounding rock, a grouting middle-pressure area is formed, and granular ultrafine inorganic materials with the grain diameter of 5-30 mu m are adopted as grouting materials;
for the slurry low-permeability zone of the deep fractured surrounding rock, a grouting high-pressure zone is adopted, and a granular organic high polymer material with the grain diameter less than 5 mu m is used as a grouting material.
Further, in S1, the deep fractured surrounding rock partition method uses a theoretical calculation method or an on-site actual measurement method.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The foregoing and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
FIG. 1 is an overall process flow diagram of the deep zonal fracture surrounding rock composite grouting reinforcement method of the invention;
FIG. 2 is a roadway surrounding rock stress and fractured zone layered model diagram of the deep zone fractured surrounding rock composite grouting reinforcement method;
FIG. 3 is a P-Q-t characteristic curve diagram of different fracture areas of the fractured surrounding rock according to the deep zonal fractured surrounding rock composite grouting reinforcement method;
FIG. 4 is a process flow diagram of the S5 problem of the composite grouting reinforcement method for the deep zonal fracture surrounding rock of the invention;
FIG. 5 is a schematic diagram of a three-step grouting easy drilling arrangement in S5 of the present invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative and intended to be illustrative of the invention and are not to be construed as limiting the invention.
Referring to fig. 1, the invention provides a deep zonal fracture surrounding rock composite grouting reinforcement method, which comprises the following steps:
s1, partitioning the deep fractured surrounding rock, and dividing the deep fractured surrounding rock into a complete crushing area, a crushing reduction area, a crushing compression area and a similar original rock area according to the crushing degree;
s2, carrying out slurry permeability zoning on each broken surrounding rock zone based on the deep broken surrounding rock zoning result to obtain a slurry high permeability zone, a slurry medium permeability zone and a slurry low permeability zone;
s3, performing a grouting test on a construction site, and determining grouting pressure and drilling row spacing of each permeability characteristic subarea;
s4, selecting corresponding grouting materials for each slurry seepage characteristic partition according to the fracture development degree;
and S5, drilling and grouting the deep fractured surrounding rock subareas, and injecting each grouting material into the corresponding grout permeability characteristic subarea.
In S1, a theoretical calculation method or an on-site actual measurement method is used for the deep fractured surrounding rock partition method, and when the calculation is carried out by using the theoretical calculation method, a roadway model needs to be established.
Referring to fig. 1, tunnel excavation back, the stress release on roadway surface has destroyed the three-dimensional stress state of tunnel country rock, and four subregion will appear according to broken degree in the country rock, is complete broken layer, broken reduction stratum, broken compression layer and the former rock stratum of class respectively to the country rock inside from the roadway surface, and wherein the assumed tunnel radius is an, and the former rock stratum of class is R, and broken reduction district is m with broken compression zone juncture radius, and the radius of complete broken district department is f, is convenient for theoretical analysis, does suitable simplification and hypothesis to the tunnel model: (1) the roadway is round, and the radius of the roadway is the equivalent radius of the rectangular roadway; (2) the tunnel is in a static water stress field, and the surrounding rock of the tunnel is homogeneous and isotropic materialFeeding; (3) the roadway is a plane strain model, and the influence of the length direction of the roadway is not considered. The mechanical model after tunnel excavation is shown in figure 2, the stress of the original rock is P, and the supporting resistance is Pi(σ in FIG. 1)mIs the ultimate strength of the surrounding rock, σRIs the surrounding rock yield stress, σ*Residual strength of surrounding rock, epsilonepFor breaking the compression zone critical strain, epsilonmBy lowering the critical strain of the layer, epsilon, for fracturefFor complete fracture zone critical strain, alpha is a strain hardening coefficient, and beta is a strain softening coefficient), according to the prior art, the theoretical calculation formula of four zones of the fractured surrounding rock is obtained as follows:
D＝σm-Cα (4)
wherein eta is a dilatation coefficient, K is a stress concentration coefficient,
B＝σR-A。
the equivalent radius of the roadway is taken as the ground radius, and the original rock stress, the surrounding rock set apparent compressive strength, the yield strength and the residual strength are specifically taken according to the field condition. Wherein the undetermined constant values are: the expansion coefficient eta is 1.3, the strain hardening coefficient alpha is 1.45, the strain softening coefficient beta is 3.8, the stress concentration coefficient K is 2.5, and the supporting resistance Pi0MPa (once excavated, a wall rock partition will appear, so no branch is consideredGuard resistance).
The theoretical partition ranges of the four partitions of the broken surrounding rock can be calculated through establishment of the theoretical calculation formula, and a roadway surrounding rock stress and broken partition layer model diagram shown in figure 1 is obtained.
In S2, slurry permeability analysis is carried out on the broken surrounding rock subareas before grouting, and after the roadway is excavated, the larger the breaking degree of the surrounding rock is, the better the fracture development degree is, and the better the fracture development degree is, the better the permeability of the slurry is when grouting the surrounding rock breaking area, wherein the breaking degree of the surrounding rock is, the closer the surrounding rock breaking area is to the roadway surface. Therefore, when the broken surrounding rock is divided into four divisions according to the slurry permeability, the four divisions of the broken surrounding rock divided according to the breaking degree are integrated and divided into three divisions again, including a slurry high permeability division, a slurry middle permeability division and a slurry low permeability division, wherein the slurry high permeability division corresponds to a complete breaking division, the slurry middle permeability division corresponds to a breaking compression division and a breaking reduction division, and the slurry low permeability division corresponds to a similar original rock division.
Considering that the drilling row spacing and the slurry material need to be selected before the composite grouting in the field is carried out, the step S3 is carried out to determine the grouting pressure and the drilling row spacing of each permeability characteristic zone, determine the grouting pressure of each permeability characteristic zone and provide a reference for the selection of the grouting material.
When the grouting test is carried out, a site with a typical roadway structure of a construction site is selected to carry out the grouting test, the depth of a grouting drill hole exceeds a crushing compression area, in order to facilitate the limitation of a test area position in a test stage, a hole packer is adopted to carry out a partition air hole grouting test, the range of a grouting test section is respectively a high-permeability area, a middle-permeability area and a low-permeability area, and hole packers are used for carrying out hole sealing on two ends of the drilling test section when each section is tested. In the grouting test, the same grout is injected into each grout permeability zone, in the embodiment, ordinary cement is used as a grouting material, and the water-cement ratio of the cement is 1:1, so that a characteristic curve graph of pressure-flow-time (P-Q-t) of different fracture areas of the fracture-uncovered body shown in fig. 3 is obtained, wherein the height at the left side is taken as a standard, a straight curve at the upper side is taken as a pressure curve, a flow curve at the lower side is taken as a flow curve, and the corresponding grout high permeability area is a grouting low pressure area, the grout middle permeability area is a grouting medium pressure area, and the grout low permeability area is a grouting high pressure area. In the practical construction process, the P-Q-t diagram obtained by carrying out grouting tests repeatedly is obtained by summing up, the grouting pressure of a high-permeability area is generally 0-2MPa, the grouting pressure of a medium-permeability area is generally 5-7MPa, and the grouting pressure of a low-permeability area is generally 8-12MPa, so that the grouting requirement can be met by carrying out low-pressure grouting in the high-permeability area, the grouting requirement can be met by carrying out higher-pressure grouting or high-pressure grouting in the medium-permeability area, and the grouting requirement can be met by carrying out high-pressure grouting in the low-permeability area.
When a grouting test is carried out, the distance between grouting holes needs to be measured, in the embodiment, a field measurement method is adopted, a first observation hole is drilled at a position N meters away from the grouting holes, if more grout flows out of the position of the first observation hole, a second observation hole is drilled along a straight line where the first observation hole and the grouting holes are located, the distance between the second observation hole and the grouting holes is m meters, if more grout flows out of the second observation hole, the operation is repeated until no grout flows out or little grout flows out of the Nth observation hole, the position of the observation hole can be determined to be used as a lower grouting drill hole, the distance between the Nth observation hole and the grouting holes is measured at the moment, the row distance between the drill holes can be obtained, and the row distance between the drill holes is generally not more than 3m through the grout permeation condition test in the field observation holes.
After the grouting test is completed and before the field grouting is performed, the worker needs to select the grouting material for each crushing zone according to the development degree of cracks in each crushing zone, that is, step S4.
For the high-permeability area of the grout of the deep fractured surrounding rock, which is a grouting low-pressure area, a granular inorganic material with the grain diameter of 30-100 mu m is adopted as a grouting material, and an inorganic cement grouting material is selected in the embodiment. The analysis of figure 3 shows that the grouting pressure is low in the grout high-permeability area, namely the complete fracture area, which indicates that the cracks in the complete fracture area are best in development, the crack opening and the density are large, the particle size of inorganic cement particles can meet the grouting requirement of most cracks in the area, and the grout permeability is good in consideration of the matching of the particle sizes of the cement grout particles in the grout high-permeability area, so that the grout enters the complete fracture area, and the strength and the integrity of the surrounding rock of the fracture area are improved by constructing a skeleton structure of fractured coal rock mass in the complete fracture area. And the crack in the complete crushing area is developed, the void ratio is large, the required grouting amount is large, and the inorganic cement grouting material is adopted, so that the cost of grouting engineering can be greatly reduced.
For the slurry medium-pressure region of the deep fractured surrounding rock, a granular ultrafine inorganic material with the grain diameter of 5-30 mu m is used as a grouting material for the grouting medium-pressure region, and an ultrafine cement grouting material is selected in the embodiment. From the analysis of fig. 3, it can be seen that in the slurry in the penetration zone, i.e., the fracture reduction zone and the fracture compression zone, the grouting pressure is moderate, this indicates that the grouting in the penetration zone in the grout needs a higher pressure or high pressure grouting manner to satisfy the grouting in the zone, i.e. it indicates that compared with the high penetration zone of the grout, the cracks in the penetration zone in the grout develop poorly, the opening and density of the cracks are reduced, the permeability of the grout is poor, if the grout needs to enter most of the cracks in the penetration zone in the grout, a material with a particle size smaller than that of the inorganic cement needs to be used as a grouting material, therefore, in this embodiment, the ultra-fine cement is selected as the grouting material, the particle diameter of the ultra-fine cement reaches between 5 and 30 μm, and the particle diameter of the ordinary cement is between 30 and 100 mu m, and the particle diameter is obviously reduced, thereby being beneficial to the diffusion of the slurry in a penetration zone of the slurry.
For the low slurry permeability zone of the deep fractured surrounding rock, which is a high grouting zone, a granular organic polymer material with a particle size of less than 5 μm is used as a grouting material, and in this embodiment, a polymer chemical slurry material is used. Analysis of fig. 3 shows that in the low-permeability zone of grout, i.e. the original rock-like zone, the grouting pressure is higher, which indicates that the grouting requirement in the zone can be met by a high-pressure grouting manner, i.e. that compared with the low-permeability zone of grout, the crack in the low-permeability zone of grout is worse in development and has very small opening and density, so that the permeability of inorganic grout is very poor, and the grouting material with a particle diameter smaller than that of superfine cement particles is needed to promote the permeation and diffusion of grout in the low-permeability zone of grout. Therefore, the high-molecular chemical sizing agent is selected,
after the selection of the grouting material in the step S4 is completed, the composite grouting reinforcement in the field of the construction site may be performed, that is, in step S5, with reference to fig. 4, the method specifically includes the following steps:
s51, grouting and reinforcing a complete crushing area of the fractured coal rock mass, drilling a one-step grouting hole penetrating to the boundary of the complete crushing area and the crushing reduction area, performing low-pressure permeation grouting on the one-step grouting hole, namely selecting an inorganic cement material for grouting, and reserving the slurry solidification time for 5-7 days after grouting;
s52, grouting and reinforcing the crushing reduction area and the crushing compression area of the deep rock mass, drilling a two-step grouting hole penetrating to the boundary between the crushing compression area and the similar original rock area, performing high-pressure splitting grouting on the two-step grouting hole, namely selecting superfine cement as a grouting material, and reserving slurry setting time for 3-4 days after grouting;
s53, supplementary grouting or enlarging grouting range of the grouted area, drilling three-step grouting holes penetrating to the similar original rock area, performing osmotic grouting and high-pressure splitting grouting on the three-step grouting holes, selecting high-molecular chemical grout for grouting, and reserving grout solidification time for 1-2 days after grouting is completed.
Referring to fig. 5, it is emphasized that the drilling in S5 is performed in rows, and the same row of drill holes extends along the length direction of the roadway, and is not individually performed, i.e., a plurality of rows of one-step grouting holes are drilled in S51 according to the inter-drill-hole pitch obtained in the grouting test, and then a plurality of rows of two-step grouting holes are drilled in S52 according to the inter-drill-hole pitch obtained in the grouting test, and a plurality of rows of three-step grouting holes are drilled in S53 according to the inter-drill-hole pitch obtained in the grouting test. For convenience of description in this embodiment, the cross section of the roadway is simplified to be circular in fig. 5, 8 grouting holes are provided in one step, and four grouting holes are provided in both the two-step grouting hole and the three-step grouting hole.
When grouting in the step S51 is carried out, grouting reinforcement is mainly carried out on a complete crushing area of the fractured coal rock mass, cracks in the complete crushing area develop, the slurry permeability is good, and low-pressure and high-concentration slurry is suitable for reinforcement. Inorganic cement grout firstly constructs a skeleton structure of a fractured coal rock body in a complete fracture area, so that the strength and integrity of surrounding rocks of the fracture area are improved, and the inorganic cement grout enters a large number of gaps, so that cracks possibly causing grout leakage in the S52 step in the complete fracture area are completely plugged, a plugging barrier is provided for subsequent S52, and when grouting is carried out in the S52 step, ultrafine cement grout is intensively diffused towards the deep part of the rock body.
When grouting in the step S52, the method is mainly used for reinforcing a fracture reduction area and a fracture compression area of a deep rock body, the fracture development of the area is relatively low, and the influence of high ground stress causes poor slurry permeability and large slurry diffusion resistance, so that high-pressure and medium-concentration slurry grouting is suitable. Meanwhile, the slurry spreading range can be increased by appropriately increasing the slurry injection time so that the slurry injection time in the step S42 is longer than that in the step S41.
When grouting in the step S53 is carried out, the grouting area is supplemented or the grouting range is expanded, because the deep surrounding rock is low in strength, large in damage range and poor in slurry permeability, supplementary grouting is carried out on the grouting area, and because the inorganic cement slurry and the superfine cement slurry are filled in the early stage of the high-slurry-permeability area and the medium-slurry-permeability area, part of the inorganic cement slurry and the superfine cement slurry can spread and permeate into the cracks of the low-slurry-permeability area along the gaps of the crushing area, and the crack size of the low-slurry-permeability area is further reduced. At the moment, the polymer chemical grout is adopted for further grouting, permeating and splitting grouting, the polymer chemical grout can not only permeate and reinforce gaps in the grout low-permeability zone, but also enter the grout middle-permeability zone and the grout high-permeability zone along micro cracks left in the grouting of inorganic cement and superfine cement, and the residual fine cracks in the grout middle-permeability zone and the grout high-permeability zone are also permeated and plugged, so that the density, the integrity and the strength of a consolidated body constructed by the cement and the superfine cement grout are further improved, a vertically and horizontally staggered multiple grout skeleton composite structure is finally formed, and the deep fractured surrounding rock strength and the bearing capacity are greatly improved.
After the composite grouting operation is completed, a worker firstly needs to evaluate a composite grouting technology, the composite grouting technology realizes grouting process control by controlling grouting pressure, grouting materials, grouting sequence and the like in the grouting operation through three steps of grouting operation, and corresponding evaluation indexes are established according to the grouting reinforcement engineering aim requirement in order to realize the composite grouting effect. Therefore, the grouting pressure, grouting materials and grouting sequence of each step need to be recorded and confirmed in the composite grouting process, so as to provide reference for the composite grouting process technology evaluation.
Secondly, the staff need assess the slip casting effect, breaks the requirement of country rock to the slip casting reinforcement in view of the deep, has proposed 3 slip casting effect control indexes, and 3 indexes are slip casting reinforcing rock mass anchoring force, reinforcing rock mass intensity and whole integrality respectively, and what 1 st index corresponds is to improve the country rock anchorage performance effect, and what 2 back indexes correspond is the country rock stability effect. Through the detection and evaluation of the staff on the anchoring force of the grouting reinforced rock body, the strength of the reinforced rock body and the overall integrity, the completion of the composite grouting is demonstrated, and the roadway can reach the safe use standard.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are 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 the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
While embodiments of the invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.
Claims (10)
1. The deep zonal fracture surrounding rock composite grouting reinforcement method is characterized by comprising the following steps:
s1, partitioning the deep fractured surrounding rock, and dividing the deep fractured surrounding rock into a complete crushing area, a crushing reduction area, a crushing compression area and a similar original rock area according to the crushing degree;
s2, carrying out slurry permeability zoning on each broken surrounding rock zone based on the deep broken surrounding rock zoning result to obtain a slurry high permeability zone, a slurry medium permeability zone and a slurry low permeability zone;
s3, performing a grouting test on a construction site, and determining grouting pressure and drilling row spacing of each permeability characteristic subarea;
s4, selecting corresponding grouting materials for each slurry seepage characteristic partition according to the fracture development degree;
and S5, drilling and grouting the deep fractured surrounding rock subareas, and injecting each grouting material into the corresponding grout permeability characteristic subarea.
2. The deep zonal fractured surrounding rock composite grouting reinforcement method according to claim 1, wherein when the permeability characteristic zoning is performed on construction grout in S2, a deep fractured surrounding rock zone in S1 needs to be corresponded, a grout high permeability zone corresponds to a complete crushing zone, a grout middle permeability zone corresponds to a fracture reduction zone and a fracture compression zone, and a grout low permeability zone corresponds to a similar original rock zone.
3. The deep zonal fracture surrounding rock composite grouting reinforcement method according to claim 1, wherein the S5 comprises the following steps:
s51, grouting and reinforcing the complete crushing area of the fractured coal rock mass,
drilling a one-step grouting hole which penetrates through the boundary of the complete crushing area and the crushing reduction area, and performing low-pressure permeation grouting on the one-step grouting hole;
s52, grouting and reinforcing the crushing reduction zone and the crushing compression zone of the deep rock mass,
drilling a two-step grouting hole penetrating to the boundary of the crushing and compressing area and the similar original rock area, and performing infiltration grouting and high-pressure splitting grouting on the two-step grouting hole;
s53, supplementary grouting or enlarging grouting range of the grouted area,
and drilling three-step grouting holes penetrating to the similar original rock area, and performing high-pressure splitting grouting on the three-step grouting holes.
4. The deep zonal fracture surrounding rock composite grouting reinforcement method according to claim 3,
reserving slurry solidification time for 5-7 days after grouting is finished in S51;
reserving slurry solidification time for 3-4 days after grouting is finished in S52;
and reserving the slurry solidification time for 1-2 days after grouting is finished in S53.
5. The method for reinforcing surrounding rock by composite grouting in deep zonal fracture according to claim 3, wherein the grouting time in the step S42 is longer than that in the step S41, so that grout can be fully diffused.
6. The method for reinforcing the deep zonal fractured surrounding rock through composite grouting according to claim 1, wherein in the step S3, a construction area needs to be drilled in a grouting test, the drilling depth exceeds a fractured compression area, and a hole packer is adopted in the grouting test to perform a partition hole sealing grouting test.
7. The method for reinforcing the surrounding rock with the deep zonal rupture by composite grouting according to claim 2, wherein when a grouting test is performed in S3, the same grout is injected into each grout permeable zone, and the corresponding grout high permeable zone is a grouting low-pressure zone, the grout medium permeable zone is a grouting medium-pressure zone, and the grout low permeable zone is a grouting high-pressure zone.
8. The deep-section crushing surrounding rock composite grouting reinforcement of claim 7, wherein the grouting material selected in S3 is ordinary cement paste, and the water-cement ratio of the cement paste is 1: 1.
9. The deep zonal fracture wall rock composite grouting reinforcement method according to claim 7, wherein in S4, grouting materials adopted for different slurry permeability zones are set as follows according to the opening degree and density of cracks in a fracture zone:
for a high-permeability area of slurry of deep fractured surrounding rock, which is a grouting low-pressure area, a granular inorganic material with the grain diameter of 30-100 mu m is adopted as a grouting material;
for a serous fluid middle-permeation area of the deep fractured surrounding rock, a grouting middle-pressure area is formed, and granular ultrafine inorganic materials with the grain diameter of 5-30 mu m are adopted as grouting materials;
for the slurry low-permeability zone of the deep fractured surrounding rock, a grouting high-pressure zone is adopted, and a granular organic high polymer material with the grain diameter less than 5 mu m is used as a grouting material.
10. The deep zonal fractured surrounding rock composite grouting reinforcement method according to claim 1, wherein a theoretical calculation method or an on-site actual measurement method is used for the deep zonal fractured surrounding rock zonal method in S1.
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