CN114991818A - Advanced grouting construction method for tunnel penetrating active fault - Google Patents
Advanced grouting construction method for tunnel penetrating active fault Download PDFInfo
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- CN114991818A CN114991818A CN202210541970.7A CN202210541970A CN114991818A CN 114991818 A CN114991818 A CN 114991818A CN 202210541970 A CN202210541970 A CN 202210541970A CN 114991818 A CN114991818 A CN 114991818A
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 23
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 29
- 230000002787 reinforcement Effects 0.000 claims abstract description 17
- 238000001514 detection method Methods 0.000 claims abstract description 13
- 239000004567 concrete Substances 0.000 claims abstract description 4
- 238000009434 installation Methods 0.000 claims abstract description 4
- 238000005507 spraying Methods 0.000 claims abstract description 4
- 238000005516 engineering process Methods 0.000 claims description 20
- 239000011440 grout Substances 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 9
- 230000000694 effects Effects 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 230000004323 axial length Effects 0.000 claims description 3
- 238000009792 diffusion process Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 239000000523 sample Substances 0.000 claims 2
- 238000007569 slipcasting Methods 0.000 description 14
- 238000004873 anchoring Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
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- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides an advanced grouting construction method for a tunnel penetrating active fault, which comprises the following steps: step 1, detecting a surrounding rock area, determining a grouting reinforcement area, and performing grouting design; step 2, spraying a concrete cover, and marking drilling point positions of a first gradient grouting area; step 3, implementing a first gradient drilling operation and a first gradient grouting operation; step 4, implementing a second gradient detection drilling operation, and checking a first gradient grouting result; step 5, implementing second gradient drilling operation, implementing second gradient grouting operation, and implementing middle and lower step anchor rod and anchor cable installation operation; step 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is completed, carrying out mounting operation on the anchor rod and the anchor cable of the full-section anchor rod; and 7, constructing a secondary lining structure to complete the supporting operation of the tunnel. The advanced grouting construction method for the tunnel penetrating active fault enables the tunnel to be more stable, so that the safety of the tunnel and the safety of constructors are guaranteed.
Description
Technical Field
The invention belongs to the technical field of advanced grouting of tunnels, and particularly relates to an advanced grouting technology for a tunnel penetrating active fault.
Background
In the tunneling process, water damage, surrounding rock breakage, serious active fault and the like can seriously affect the tunnel construction quality and the construction progress. The situation that surrounding rocks are seriously broken due to active faults often occurs, and in order to solve the influence caused by the broken surrounding rocks and other reasons, the prior art adopts an advanced grouting reinforcement technology to advance reinforce un-excavated rock mass above the front of a tunnel face so as to ensure the tunnel construction quality and the construction progress; the prior art has certain drawbacks.
For example: the main defect of the advanced small conduit grouting technology is that the conduit is short in length and cannot support active faults and severely broken surrounding rocks. Because the length of the conduit is not suitable to be too long, the range of the supporting function of the technology is very small, and the supporting range required by the broken surrounding rock cannot be formed.
The main disadvantage of the forward sectional grouting technology is that for deep hole grouting, the working efficiency of the technology is too low, and the working cycle continuation is seriously affected. Since the method is to drill a distance and then to perform grouting for a distance, and the distance is used for forming a stable structure and then the grouting for the next cycle is performed, the working efficiency is seriously affected.
The main defects of the drill rod backward type advanced grouting technology are that as the slurry is filled in the hole between the drill rod and the drill hole, the drill rod is tightly held and the drill bit is clamped after solidification (the diameter of the drill bit is larger than that of the drill rod), a high-power and high-torque drill unit head is required to realize backward movement of the drill rod, repeated rotation and hammering are carried out, the slurry solidified body is broken by vibration and then pulled out, the requirement on equipment is high, the abrasion is large, the maintenance and replacement cost of key parts such as a spline shaft in the unit head is expensive, and the risk of backward escaping failure exists in the process of deep hole grouting which is larger than 20 m.
The above advanced grouting techniques all face one of the most important disadvantages: under the condition that the surrounding rock is broken due to the active fault, effective grouting reinforcement can not be carried out on the surrounding rock through one-time grouting, repeated grouting reinforcement is needed for many times, the working efficiency is greatly reduced, and the grouting cost is increased.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to provide an advanced grouting construction method for a tunnel penetrating active fault, which at least solves the problems of low working efficiency, high grouting cost and the like of the existing grouting technology.
In order to achieve the above purpose, the invention provides the following technical scheme:
a construction method for advanced grouting of a tunnel penetrating active fault comprises the following steps:
step 1, detecting a tunnel broken surrounding rock area, determining a grouting reinforcement area, and performing grouting design; the grouting reinforcement area comprises a first gradient grouting area and a second gradient grouting area, and the grouting reinforcement area is positioned at the peripheral position in front of the tunnel face;
step 4, after the first gradient grouting is finished, implementing second gradient detection drilling operation, drilling a hole to the first gradient grouting area through the second gradient detection, and checking a first gradient grouting result;
and 7, drilling a secondary lining structure to complete the supporting operation of the tunnel.
According to the construction method for the advanced grouting of the tunnel penetrating active fault, preferably, the first gradient grouting area is positioned at the front periphery of the tunnel face; the second gradient grouting area is positioned at the periphery of the first gradient grouting area.
In the advanced grouting construction method for a tunnel-through active fault as described above, preferably, the first gradient grouting region and the second gradient grouting region are staggered from each other in the front-rear direction, the second gradient grouting region is advanced from the first gradient grouting region, and the second gradient grouting region and the first gradient grouting region have an overlapping region in the vertical direction.
In the construction method for advanced grouting of the tunnel through active fault, preferably, the grouting design includes determining a grouting range, determining a first gradient grouting length and a second gradient grouting length, a grout diffusion radius, drilling parameters, grouting parameters and grouting material model selection.
In the construction method of the advanced grouting for the tunnel penetrating active fault, preferably, the drilling angle is alpha,
in the formula: alpha is the drilling angle;
L 1n the radial length of the nth gradient drill hole is obtained;
L 2n axial length of the nth gradient bore;
L Z is the borehole length.
In the method for constructing advanced grouting for a tunnel penetrating active fault, preferably, the grouting parameters include grouting amount, and the estimation formula of the grouting amount is as follows:
V＝πr 2 l
in the formula: s-total amount of grouting, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (selected in the range of 0.7-0.9);
l-the length of the hole to be drilled, m.
r-radius of the grouting hole, m.
In the construction method for the advanced grouting of the tunnel-through active fault, preferably, the first gradient grouting area adopts an advanced sectional advanced grouting technology, and the first gradient advanced grouting length is 10 to 13 m.
In the advanced grouting construction method for the tunnel through active fault, preferably, in step 4, when the second gradient drilling operation is performed, a detection hole with the same depth as the first gradient is drilled to check the effect of the first gradient grouting, and the detection hole needs to have the same eversion angle as the second gradient grouting hole.
In the construction method for advanced grouting of the tunnel penetrating active fault, preferably, in step 5, the stable structure formed by the first gradient grouting can be used as a grout stop wall of the second gradient grouting, the second gradient grouting adopts a sleeve type grouting technology, and the second gradient advanced grouting range is from the end point of the first gradient grouting to the designed full grouting range.
According to the construction method for the advanced grouting of the tunnel penetrating active fault, preferably, the anchor rod or the anchor cable is an NPR anchor rod or an NPR anchor cable.
Has the advantages that: according to the construction method for the advanced grouting of the tunnel through active fault, the surrounding rock is reinforced by the advanced grouting, the active fault can be realized, the adverse effect of underground water and unstable surrounding rock on tunnel construction can be reduced, and meanwhile, the safety of constructors and equipment can be effectively ensured. By adopting the double-gradient advanced grouting technology, the defect of insufficient grouting of the existing one-time grouting technology can be overcome, so that the surrounding rock is ensured to form a complete stable structure. By adopting the double-gradient grouting and NPR anchor rod cable supporting technology, the primary lining of the tunnel can be more stable, so that the safety of the tunnel and the safety of constructors are ensured.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a schematic flow chart of an advanced grouting construction method for a tunnel penetrating active fault in an embodiment of the invention;
FIG. 2 is a cross-sectional view of a first gradient advanced grouting along an axial direction of a tunnel in an embodiment of the present invention;
FIG. 3 is a cross-sectional view of a second gradient pre-grouting along the axial direction of a tunnel in an embodiment of the present invention;
FIG. 4 is a cross-sectional view of a first gradient pre-grouting along a radial direction of a tunnel in an embodiment of the present invention;
FIG. 5 is a cross-sectional view of a second gradient leading grouting along a radial direction of a tunnel in an embodiment of the invention.
In the figure: 1. NPR anchor rods or NPR anchor cables; 2. a second gradient grouting area; 3. a first gradient grouting area; 4. a first gradient slip casting pipe; 5. crushing the belt; 6. grouting pump; 7. a second liner structure; 8. and a second gradient grouting pipe.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments of the present invention may be combined with each other without conflict.
According to the specific embodiment of the invention, as shown in fig. 1-5, the invention provides a construction method for advanced grouting of a tunnel penetrating active fault, which is characterized by comprising the following steps:
step 1, detecting a tunnel broken surrounding rock area, determining a grouting reinforcement area, and performing grouting design; the grouting reinforcement area comprises a first gradient grouting area and a second gradient grouting area, and the grouting reinforcement area is located at the peripheral position in front of the tunnel face.
In the embodiment, the first gradient grouting area is positioned at the front periphery of the tunnel face; the second gradient grouting area is positioned at the periphery of the first gradient grouting area.
The first gradient grouting area and the second gradient grouting area are staggered in the front-back direction, the second gradient grouting area is ahead of the first gradient grouting area, and the second gradient grouting area and the first gradient grouting area are provided with an overlapping area in the vertical direction; therefore, a part of a stable structure formed by the first gradient grouting can be used as a grout stop wall of the second gradient grouting, meanwhile, the second gradient grouting area is ahead of the second gradient grouting area and can also be used as a grout stop wall of the first gradient grouting area in the next period, the first gradient grouting area and the second gradient grouting area are staggered to form a part, the second gradient grouting area in the previous period and the first gradient grouting area in the next period have mutually overlapped parts, the grouting areas in any two adjacent periods can be mutually overlapped, the grouting areas in all grouting periods can be better connected into a whole, the ahead grouting area has enough overall structural strength, and the construction method is guaranteed to have a better ahead grouting effect.
In the embodiment, the grouting depth and the grouting area are determined by crushing the surrounding rock area and the length of the anchor rod and the anchor cable, and then the first gradient grouting area and the second gradient grouting area are divided. The grouting design comprises the steps of determining a grouting range, determining a first gradient grouting length and a second gradient grouting length, a slurry diffusion radius, drilling parameters, grouting parameters (including grouting efficiency, grouting final pressure and single-hole grouting amount) and grouting material model selection.
The angle of the drilled hole is alpha,
in the formula: alpha is the drilling angle;
L 1n the radial length of the nth gradient drill hole is obtained;
L 2n axial length of the nth gradient bore;
L Z is the borehole length.
The grouting parameters comprise grouting amount, and an estimation formula of the grouting amount is as follows:
V＝πr 2 l
in the formula: s-total amount of grouting, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (selected in the range of 0.7-0.9);
l-the length of the hole to be drilled, m.
r-radius of the grouting hole, m.
Step 4, after the first gradient grouting is finished, implementing second gradient detection drilling operation, drilling a hole to the first gradient grouting area through the second gradient detection, and checking a first gradient grouting result; in step 4, when the second gradient drilling operation is performed, a detection hole with the same depth as the first gradient is drilled firstly to check the first gradient grouting effect, and the detection hole needs to be the same as the eversion angle of the second gradient grouting hole; therefore, the second gradient advanced grouting can use the detection hole for further punching, and the utilization rate of the detection hole is improved.
And 5, implementing second gradient drilling operation, implementing second gradient grouting operation, and simultaneously implementing middle and lower step anchor rod and anchor cable installation operation.
In the embodiment, the second gradient grouting adopts a sleeve type grouting technology to perform grouting reinforcement on deep broken surrounding rock, and the second gradient advanced grouting range is from a first gradient grouting end point to a designed full grouting range; adopt bushing type slip casting technique, can pass first gradient slip casting region, directly carry out the slip casting to second gradient slip casting region to avoid the repeated slip casting to shallow position, and deep position slip casting is insufficient problem. Specifically, a grouting material is injected into the fractured zone 5 through the second gradient grouting pipe 8 using a grouting pump 6, thereby forming the second gradient grouting region 2 outside the first gradient grouting region 3.
And after the first gradient grouting is finished, the surrounding rock near the tunnel face forms a stable structure, so that the bolting operation can be carried out on the surrounding rock which is grouted and reinforced in the previous cycle at the middle and lower steps, and the anchoring section of an anchor rod or an anchor cable is required to be ensured to be positioned in the grouting reinforcement area.
In this embodiment, the anchor rod or the anchor cable is an NPR anchor rod or an NPR anchor cable 1, and the NPR anchor rod or the NPR anchor cable 1 is anchored in the second gradient grouting area. The first gradient grouting area is used for reinforcing surrounding rocks outside the adjacent tunnel face, a safe construction environment is provided for construction, advanced grouting is performed on the deep part through the second gradient, the purpose is to effectively combine an NPR anchor rod cable technology, grouting reinforcement is performed on the surrounding rocks near an NPR anchor rod cable anchoring section, failure of the NPR anchor rod cable due to anchoring failure is avoided, the constant-resistance large-deformation characteristic of the NPR material is fully exerted, the double-gradient grouting technology is combined with the NPR anchor rod cable technology, deformation of a broken surrounding rock tunnel is effectively controlled, the overhaul rate is reduced, and construction tunneling efficiency is improved.
And 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is finished, installing the full-section NPR anchor rod or the NPR anchor cable 1.
And 7, constructing a secondary lining structure 7 to finish the supporting operation of the tunnel.
In conclusion, in the technical scheme of the advanced grouting construction method for the tunnel penetrating active fault, the advanced pre-grouting is divided into two gradients for grouting, so that the tunnel surrounding rock strength is effectively improved, the surrounding rock deformation is reduced, and the construction environment safety is ensured. Form nearly face through first gradient slip casting and stabilize nos crack structure, can ensure that second gradient slip casting can be absorbed in slip casting deep position, avoid the repeated slip casting to shallow position, and deep position slip casting is abundant problem, and to activity fault and extremely broken country rock, the face is extremely unstable moreover, and first gradient slip casting can be fast slip casting and consolidate nearly face country rock, makes near face form stable structure to provide safe operational environment for the construction. Therefore, the problem of insufficient grouting is solved, the method can adapt to the environment with extremely poor surrounding rock conditions, and the working efficiency can be greatly improved.
It should be understood that the above description is only exemplary, and the embodiments of the present application do not limit the present invention.
The above description is only exemplary of the invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the invention is intended to be covered by the appended claims.
Claims (10)
1. The construction method for the advanced grouting of the tunnel penetrating active fault is characterized by comprising the following steps of:
step 1, detecting a tunnel broken surrounding rock area, determining a grouting reinforcement area, and performing grouting design; the grouting reinforcement area comprises a first gradient grouting area and a second gradient grouting area, and the grouting reinforcement area is positioned at the peripheral position in front of the tunnel face;
step 2, spraying a concrete cover on the tunnel face of the tunnel, manufacturing an artificial grout stopping wall, and marking drilling point positions required by a first gradient grouting area on the artificial grout stopping wall;
step 3, implementing a first gradient drilling operation and a first gradient grouting operation;
step 4, after the first gradient grouting is finished, implementing second gradient detection drilling operation, drilling a hole to the first gradient grouting area through the second gradient detection, and checking a first gradient grouting result;
step 5, implementing a second gradient drilling operation, implementing a second gradient grouting operation, and simultaneously implementing middle and lower step anchor rod and anchor cable installation operations;
step 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is completed, carrying out mounting operation on the anchor rod and the anchor cable of the full-section anchor rod;
and 7, constructing a secondary lining structure to complete the supporting operation of the tunnel.
2. The advanced grouting construction method for the tunnel penetrating active fault according to claim 1, wherein a first gradient grouting area is positioned at the front periphery of a tunnel face; the second gradient grouting area is positioned at the periphery of the first gradient grouting area.
3. A method of advanced grouting construction for a tunnel-through active fault as claimed in claim 2, characterized in that the first and second gradient grouting regions are staggered from each other in the fore-and-aft direction, the second gradient grouting region is advanced from the first gradient grouting region, and the second gradient grouting region and the first gradient grouting region have an overlapping region in the vertical direction.
4. The advanced grouting construction method for the tunnel penetrating active fault according to claim 1, wherein grouting design comprises the steps of determining a grouting range, determining a first gradient grouting length and a second gradient grouting length, a grout diffusion radius, drilling parameters, grouting parameters and grouting material model selection.
5. The advanced grouting construction method of a tunnel penetrating active fault according to claim 4, characterized in that the drilling angle is alpha,
in the formula: alpha is the drilling angle;
L 1n a radial length for the nth gradient borehole;
L 2n axial length of the nth gradient bore;
L Z is the borehole length.
6. The advanced grouting construction method for the tunnel penetrating active fault according to claim 4, wherein the grouting parameters comprise grouting amount, and the estimation formula of the grouting amount is as follows:
V＝πr 2 l
in the formula: s-total amount of grouting, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (selected in the range of 0.7-0.9);
l-the length of the hole to be drilled, m.
r-radius of the grouting hole, m.
7. The advanced grouting construction method for the tunnel penetrating active fault according to claim 1, characterized in that a first gradient grouting area adopts an advanced subsection advanced grouting technology, and the length of the first gradient advanced grouting is 10-13 m.
8. The advanced grouting construction method of a tunnel penetrating active fault according to claim 1, wherein in step 4, when the second gradient drilling operation is performed, a probe hole with the same depth as the first gradient is drilled to check the effect of the first gradient grouting, and the probe hole needs to have the same eversion angle as the second gradient grouting hole.
9. The advanced grouting construction method for the tunnel penetrating active fault according to claim 1, wherein in step 5, the stable structure formed by the first gradient grouting can be used as a grout stop wall of the second gradient grouting, the second gradient grouting adopts a sleeve type grouting technology, and the second gradient advanced grouting range is from the end point of the first gradient grouting to the designed full grouting range.
10. A method for advanced grouting construction of a tunnel through active fault as claimed in any one of claims 1 to 9, characterized in that the anchor rod or anchor cable is selected from NPR anchor rods or NPR anchor cables.
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| CN202210541970.7A CN114991818B (en) | 2022-05-17 | 2022-05-17 | Advanced grouting construction method for tunnel penetrating fault |
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| CN112855223A (en) * | 2021-04-06 | 2021-05-28 | 中国矿业大学 | Integrated grouting method for coal roadway penetrating through goaf wall rear-advance curtain space |
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2022
- 2022-05-17 CN CN202210541970.7A patent/CN114991818B/en active Active
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| 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 |
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