CN113790083B - Method for repairing and treating soft rock roadway floor of coal mine - Google Patents
Method for repairing and treating soft rock roadway floor of coal mine Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 50
- 238000000034 method Methods 0.000 title claims abstract description 36
- 239000003245 coal Substances 0.000 title claims abstract description 15
- 230000008439 repair process Effects 0.000 claims abstract description 51
- 238000006073 displacement reaction Methods 0.000 claims abstract description 32
- 230000006378 damage Effects 0.000 claims abstract description 31
- 238000005422 blasting Methods 0.000 claims abstract description 24
- 238000005192 partition Methods 0.000 claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims abstract description 20
- 238000005553 drilling Methods 0.000 claims abstract description 4
- 238000009826 distribution Methods 0.000 claims description 15
- 238000010276 construction Methods 0.000 claims description 7
- 238000012544 monitoring process Methods 0.000 claims description 3
- 238000005067 remediation Methods 0.000 claims 3
- 238000004873 anchoring Methods 0.000 abstract description 2
- 238000007789 sealing Methods 0.000 abstract 1
- 239000002360 explosive Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000000605 extraction Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 239000013589 supplement Substances 0.000 description 2
- 241000537371 Fraxinus caroliniana Species 0.000 description 1
- 235000010891 Ptelea trifoliata Nutrition 0.000 description 1
- 230000003139 buffering effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000000839 emulsion Substances 0.000 description 1
- 239000011381 foam concrete Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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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
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V9/00—Prospecting or detecting by methods not provided for in groups G01V1/00 - G01V8/00
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/02—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection having means for indicating tension
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Abstract
The invention provides a method for repairing and treating a coal mine soft rock roadway bottom plate, which comprises the following steps: 1, establishing a tunnel numerical model, 2, selecting a plurality of sections in a tunnel, collecting the displacement numerical value of the surface of a bottom plate at each section, and obtaining the loosening damage range of the bottom plate by using a drilling detector; 3, determining the influence rate of the bottom drum range and the damage expansion rate of the bottom plate; 4, obtaining the strength utilization rate of the rod body; acquiring the uniaxial strength of the rock mass by using a point load instrument to determine the stability rate of the strength of the rock mass; 5, according to the bottom heave range influence rate, the bottom plate damage expansion rate, the rod body strength utilization rate and the rock mass strength stability rate, obtaining a comprehensive index of the bottom plate repair subarea after distributing weight coefficients in proportion; 6, quantitatively dividing a baseplate partition standard S, and determining baseplate repair schemes of different partitions; 7, selecting one or more support modes of an anchoring and grouting reinforcement support T1, a blasting pressure relief support T2 and an arch frame sealing support T3 to be combined for repairing in different subarea ranges.
Description
Technical Field
The invention belongs to the technical field of coal mine roadway support, and particularly relates to a method for repairing and treating a coal mine soft rock roadway bottom plate.
Background
The soft rock problem is one of the major problems troubling the safety and high-efficiency production of coal mines all the time, and particularly, along with the gradual development of coal mining to deep parts, various nonlinear mechanical phenomena of the type of roadways are more and more frequent, and the supporting is more and more difficult. Under the influence of various factors such as ground stress, dynamic pressure, geological structure and the like, the joint cracks of the surrounding rock develop, are loosened and broken, deform violently and have large damage range; the phenomena of roof collapse, rib caving and bottom heaving of the tunnel are infinite, the tunnel needs to be repaired for many times, and the repair cost of the tunnel is far higher than that of the tunnel.
At present, the treatment effect of the top plate of the soft rock roadway is outstanding, and the treatment of the bottom plate becomes a key problem which needs to be solved urgently. On one hand, the soft rock roadway bottom plate repair mainly takes the bedpan as the main part, the construction process is complex, the tunneling and the working face extraction production are influenced in the extraction roadway, the material transportation or the equipment base stability is influenced in the permanent main roadway or the chamber, and the safety operation of the coal mine is severely restricted; on the other hand, from the tunnel extension angle, because the rock stratum that is located changes and the difference of the atress condition, demonstrate the different phenomenon of different district's bottom plate deformation destruction degree, single adoption bedding makes the bottom plate reprocess the pertinence relatively poor, wastes manpower and materials to a certain extent.
That is, the existing floor repair method mainly has the following disadvantages:
1. the repair is mainly performed on a bedridden bottom, the construction process is complex, and the method is single;
2. the damage degree of the bottom plates in different sections is different, the repair treatment pertinence is not strong, and scientific treatment cannot be realized;
3. the bed bottom can seriously damage surrounding rocks, an effective bearing structure is more difficult to form, and the bottom plate is difficult to maintain long-term stability.
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 a method for repairing and treating a coal mine soft rock roadway floor, which at least solves the problems of low pertinence, poor repairing effect and the like of the existing repairing and treating.
In order to achieve the above purpose, the invention provides the following technical scheme:
a method for repairing and treating a coal mine soft rock roadway bottom plate comprises the following steps:
step 4, collecting the working load of the anchor rod (cable) by using a pressure gauge to obtain the utilization rate of the rod body strength;
collecting the stress peak value strength of the bottom plate by using a borehole stress meter, and acquiring the uniaxial strength of the rock mass by using a point load meter so as to determine the stability rate of the rock mass strength;
step 5, distributing weight coefficients in proportion according to the bottom heave range influence rate, the bottom plate damage expansion rate, the rod body strength utilization rate and the rock mass strength stability rate to obtain a bottom plate repair subarea comprehensive index;
step 6, quantitatively dividing a base plate partition standard S according to the base plate repair partition comprehensive index, and determining base plate repair schemes of different partitions;
step 7, selecting an anchor grouting reinforcement support T in different partition ranges1Blasting pressure relief support T2And arch frame closed support T3One or more support modes are combined for repairing;
and 8, after the repair construction is finished, continuously monitoring the displacement of the surface of the bottom plate, the loosening damage range of the bottom plate and the working load of the anchor rod (cable).
Preferably, the method for treating floor repair comprises determining the maximum displacement position L of the floor zero point of the roadway according to the displacement position of the floor zero point and the tensile strain range0Maximum tensile strain range Dε；
And determining the maximum displacement L of the surface of the bottom plate and the maximum damage range D of surrounding rocks of the bottom plate according to the displacement value of the surface of the bottom plate and the loosening damage range of the bottom plate.
In the above-described method for treating floor repair, preferably, in step 3, the calculation formula of the floor heave range influence rate is η1＝L/L0×100％；
The calculation formula of the baseplate destruction expansion rate is eta2＝D/Dε×100％。
In the method for treating floor repair as described above, preferably, in step 4, the bolt force F is measured at the same positionmAnchor cable is stressed to FcThe yield strength of the anchor rod is EmAnchor cable yield strength of Ec；
The strength utilization rate of the anchor rod is Fm/Em×100％；
The strength utilization rate of the anchor cable is Fc/Ec×100％。
In the floor repair treatment method, preferably, the distribution coefficient is α according to the strength utilization rate of the anchor rods, the strength utilization rate of the anchor cables and the strength utilization rates of the rod bodies at different positionsiCalculating the strength utilization rate of the rod body;
the calculation formula of the rod body strength utilization rate is eta3＝∑αi(Fm/Em×100％+Fc/Ec×100％)；
αiFor the distribution coefficient, i is 1-2, and ∑ αi＝1。
In the method for treating the floor repair as described above, preferably, in step 4, the peak stress intensity σ of the floor is obtained by using a borehole stressometermaxObtaining uniaxial strength sigma of rock mass by using point load instrumentc；
The calculation formula of the rock mass strength stability rate is eta4＝σc/σmax×100％。
In the method for treating floor repair as described above, preferably, the partition standard S is sequentially divided into S from low to high1、S2、S3、S4Four partition ranges.
The floor repair control method preferably comprises a partition S1By T1Namely, bolting and grouting reinforcement support;
zone S2By T2Instant blasting pressure relief support and T1Namely repairing the anchor-grouting reinforcement support combined support;
zone S3By T1I.e. bolting and grouting reinforcement and support and T3Namely the closed combined supporting of the arch frame is repaired;
zone S4By T2Instant blasting pressure relief support, T1I.e. bolting and grouting reinforcement and support and T3Namely the repair of the arch frame closed support combined support.
In the floor repair control method as described above, preferably, in step 5, the weighting factor is assigned as βi，∑βi＝1；
The technical formula of the comprehensive index of the repair area is eta ═ sigma betaiηi，i＝1～4。
According to the above method for treating the floor repair, preferably, the division standards of the four partitions are determined as follows according to the value range of the comprehensive index of the repair area:
non-influence area S1E [ eta, 3/4 eta.), weak influence zone S2E [3/4 eta, 1/2 eta ]), middle influence zone S3E [1/2 eta, 1/4 eta ]), strong influence region S4∈[1/4η，0)。
Has the advantages that: the method fills the blank of the standard concept of the floor repair subarea of the soft rock roadway of the coal mine, and supplements a surrounding rock control technical system. The invention selects the active and passive support combination control method in a pertinence way, overcomes the defect of the existing bottom plate repair mode which mainly adopts a bedding bottom, has strong pertinence and improves the construction efficiency. The invention attaches importance to the control of stress transfer, rock mass reinforcement, closed support and the like, and the repair measures are scientific and reasonable.
Drawings
FIG. 1 is a schematic flow chart of a method for treating floor rework in an embodiment of the invention;
FIG. 2 is a schematic diagram of a roadway repair zone in an embodiment of the present invention;
FIG. 3 is a schematic diagram of rework indicator distribution in an embodiment of the invention;
FIG. 4 is a schematic view of a supporting structure according to an embodiment of the present invention;
fig. 5 is a schematic structural view of an integrated hole for blasting pressure relief in an embodiment of the invention.
In the figure: 1. blasting and pressure relief of the integrated hole; 1-1, a blasting section; 1-2, a buffer section; 1-3, a support section; 2. Grouting anchor rod (cable).
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 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 method for treating the floor repair of a soft rock roadway of a coal mine, which is characterized by comprising the following steps:
In the embodiment, when the roadway is circular, a circular roadway numerical model is established; and when the roadway is in a right-angle semicircular arch shape, establishing a right-angle semicircular arch roadway model. Substituting the roadway stress data into the numerical model to obtain a floor zero displacement direction sketch map, wherein the upward direction is a bottom heave direction and the downward direction is a floor sinking direction as shown in fig. 3, and the junction of the two directions is a zero displacement curve; the tensile strain distribution sketch is similar to the bottom plate displacement direction sketch.
Determining the maximum displacement position L of the roadway floor zero point according to the floor zero point displacement position and the tensile strain range0Maximum tensile strain range Dε。
And 2, selecting a plurality of sections in the roadway, collecting the surface displacement value of the bottom plate at each section, and obtaining the loosening damage range of the bottom plate by using a drilling detector.
And determining the maximum displacement L of the surface of the bottom plate and the maximum damage range D of surrounding rocks of the bottom plate according to the displacement value of the surface of the bottom plate and the loosening damage range of the bottom plate.
And 3, determining the influence rate of the bottom drum range and the damage expansion rate of the bottom plate according to the zero displacement position of the bottom plate, the tensile strain range, the displacement value of the surface of the bottom plate and the value of the loosening damage range of the bottom plate.
In step 3, the calculation formula of the floor drum range influence rate is η1＝L/L0X is 100%; the calculation formula of the baseplate destruction expansion rate is eta2＝D/Dε×100％。
Step 4, collecting the working load of the anchor rod (cable) by using a pressure gauge to obtain the utilization rate of the rod body strength; the stress peak value intensity of the bottom plate is collected by using a borehole stress meter, and the uniaxial strength of the rock mass is obtained by using a point load meter so as to determine the stability rate of the rock mass strength.
In step 4, the stress of the anchor rod is measured to be F at the same positionmAnchor cable is stressed to FcThe yield strength of the anchor rod is EmAnchor cable yield strength of Ec。
The strength utilization rate of the anchor rod is Fm/Em×100％。
The strength utilization rate of the anchor cable is Fc/Ec×100％。
Distributing coefficients of alpha according to the strength utilization rate of the anchor rod, the strength utilization rate of the anchor cable and the strength utilization rates of the rod bodies at different positionsiThe rod body strength utilization rate is calculated.
The calculation formula of the rod body strength utilization rate is eta3＝∑αi(Fm/Em×100％+Fc/Ec×100％)。
αiFor the distribution coefficient, i is 1-2, and ∑ α i1. In the present embodiment, the specific distribution coefficient αiAnd determining according to the use ratio of the anchor rod and the anchor cable.
In step 4, the stress peak intensity sigma of the bottom plate is obtained by using a borehole stressometermaxObtaining uniaxial strength sigma of rock mass by using point load instrumentc。
The calculation formula of the rock mass strength stability rate is eta4＝σc/σmax×100％。
And 5, distributing weight coefficients in proportion according to the bottom heave range influence rate, the bottom plate damage expansion rate, the rod body strength utilization rate and the rock mass strength stability rate to obtain a comprehensive index of the bottom plate repair subarea.
The partition standard S is divided into S from low to high in sequence1、S2、S3、S4Four partition ranges.
In step 5, a weight coefficient of β is assignedi，∑βi1. Wherein the distribution weight coefficient is distributed according to the proportion of each parameter.
The technical formula of the comprehensive index of the repair area is eta ═ sigma betaiηi，i＝1～4。
And 6, quantitatively dividing a base plate partition standard S according to the base plate repair partition comprehensive index, and determining base plate repair schemes of different partitions.
According to the value range of the comprehensive indexes of the repair area, the division standards of the four subareas are determined as follows:
non-influence area S1E [ eta, 3/4 eta.), weak influence zone S2E [3/4 eta, 1/2 eta ]), middle influence zone S3E [1/2 eta, 1/4 eta ]), strong influence region S4∈[1/4η，0)。
Step 7, selecting an anchor grouting reinforcement support T in different partition ranges1Blasting pressure relief support T2And arch frame closed support T3And one or more support modes are combined for repairing.
Non-influence area S1By T1Namely, the anchoring and grouting reinforcement support.
Zone of weak influence S2By T2Instant blasting pressure relief support and T1Namely repairing the combined support of the anchor grouting reinforcement support.
Middle zone of influence S3By T1I.e. bolting and grouting reinforcement and support and T3Namely the repair of the arch frame closed combined support.
Strong influence region S4By T2Instant blasting pressure relief support, T1I.e. bolting and grouting reinforcement and support and T3Namely the repair of the arch frame closed support combined support.
In the blasting pressure relief support, a blasting support integral hole 1 is drilled on a bottom plate; the blasting support integrated hole 1 comprises a blasting section 1-1, a buffer section 1-2 and a support section 1-3; the blasting section 1-2 is positioned at the hole bottom of the blasting support integrated hole 1, and the buffering section 1-2 is positioned between the blasting section 1-1 and the supporting section 1-3.
The length of the blasting section 1-1 is the maximum tensile strain depth minus the deepest zero displacement depth, and the explosive is mainly selected from common explosives for tunnel blasting or emulsion explosives and loaded in three sections; the buffer section 1-2 is half of the length of the blasting section 1-1, and the buffer section 1-2 is mainly made of clay or foam concrete and other flexible filling materials.
In the anchor grouting reinforcement support, a grouting anchor rod (cable) 2 is used as an anchor grouting component, the water-cement ratio of grouting slurry is 0.7: 1-1.2: 1 (any ratio between two end values can be selected), the selection is carried out according to the crushing degree of surrounding rock, and if the crushing degree of the surrounding rock is light, the water-cement ratio of the grouting slurry is smaller; if the surrounding rock is broken seriously, the water ash content of the selected grouting slurry is large.
And 8, after the repair construction is finished, continuously monitoring the displacement of the surface of the bottom plate, the loosening damage range of the bottom plate and the working load of the anchor rod (cable). If the bottom plate deforms, the bottom plate needs to be continuously reinforced and supported.
In conclusion, according to the method for repairing and treating the soft rock roadway floor of the coal mine, the floor is subjected to subarea treatment according to the actual deformation and stress degree of the roadway floor, and only the bolting-grouting reinforcement support is adopted for the floor in the area with small influence; for the bottom plate of the area which is greatly influenced, three modes of blasting pressure relief support, anchor grouting reinforcement support and arch frame closed support are combined for support, so that the support of the bottom plate is more reasonable, and transition support is not needed for the area which does not need to be reinforced for support, thereby greatly reducing the support cost. The method fills the blank of the standard concept of the floor repair subarea of the soft rock roadway of the coal mine, supplements a surrounding rock control technical system, and has scientific and reasonable repair measures. And the active and passive support combination control method is selected in a targeted manner, so that the existing bottom plate repair mode mainly based on the bedding is overcome, the pertinence is strong, and the construction efficiency is improved.
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. A method for treating the floor of a soft rock roadway of a coal mine by repairing is characterized by comprising the following steps:
step 1, establishing a roadway numerical model to obtain a deformation distribution rule of surrounding rocks of a bottom plate of the roadway; dividing a zero displacement position and a tensile strain range of the bottom plate according to a deformation distribution rule of surrounding rocks of the bottom plate;
step 2, selecting a plurality of sections in the roadway, collecting a bottom plate surface displacement value at each section, and obtaining a bottom plate loosening damage range by using a drilling detector;
step 3, determining a bottom drum range influence rate and a bottom plate damage expansion rate according to the bottom plate zero displacement position, the tensile strain range, the bottom plate surface displacement value and the bottom plate loosening damage range value;
step 4, collecting the working load of the anchor rod or the anchor cable by using a pressure gauge to obtain the utilization rate of the rod body strength;
collecting the stress peak value strength of the bottom plate by using a borehole stress meter, and acquiring the uniaxial strength of the rock mass by using a point load meter so as to determine the stability rate of the rock mass strength;
step 5, distributing weight coefficients in proportion according to the bottom heave range influence rate, the bottom plate damage expansion rate, the rod body strength utilization rate and the rock mass strength stability rate to obtain a bottom plate repair subarea comprehensive index;
step 6, quantitatively dividing a base plate partition standard S according to the base plate repair partition comprehensive index, and determining base plate repair schemes of different partitions;
step 7, selecting an anchor grouting reinforcement support T in different partition ranges1Blasting pressure relief support T2And arch frame closed support T3One or more support modes are combined for repairing;
and 8, after the repair construction is finished, continuously monitoring the displacement of the surface of the bottom plate, the loosening damage range of the bottom plate and the working load of the anchor rod or the anchor cable.
2. The floor repair treatment method according to claim 1, wherein the maximum displacement position L of the roadway floor zero point is determined according to the floor zero point displacement position and the tensile strain range0Maximum tensile strain range Dε；
And determining the maximum displacement L of the surface of the bottom plate and the maximum damage range D of surrounding rocks of the bottom plate according to the displacement value of the surface of the bottom plate and the loosening damage range of the bottom plate.
3. The floor rework treatment method of claim 2, characterized in thatCharacterized in that, in the step 3, the calculation formula of the floor drum range influence rate is eta1＝L/L0×100％；
The calculation formula of the baseplate destruction expansion rate is eta2＝D/Dε×100％。
4. A floor repair remediation method according to claim 3 wherein in step 4 the bolt force is measured as F at the same locationmAnchor cable is stressed to FcThe yield strength of the anchor rod is EmAnchor cable yield strength of Ec；
The strength utilization rate of the anchor rod is Fm/Em×100％；
The strength utilization rate of the anchor cable is Fc/Ec×100％。
5. The floor repair remediation method of claim 4 wherein the distribution coefficient according to the anchor rod strength usage rate, the anchor cable strength usage rate and the rod strength usage rates at different positions is αiCalculating the strength utilization rate of the rod body;
the calculation formula of the rod body strength utilization rate is eta3＝∑αi(Fm/Em×100％+Fc/Ec×100％)；
αiFor the distribution coefficient, i is 1-2, and ∑ αi＝1。
6. The floor rework treatment method of claim 5, wherein in step 4, the floor stress peak intensity σ is obtained by using a borehole stressometermaxObtaining uniaxial strength sigma of rock mass by using point load instrumentc；
The calculation formula of the rock mass strength stability rate is eta4＝σc/σmax×100％。
7. The floor repair remediation method of claim 6, wherein the partition criteria S are divided into S in order from low to high1、S2、S3、S4Four partition ranges.
8. The floor rework treatment method of claim 7,
zone S1By T1Namely, bolting and grouting reinforcement support;
zone S2By T2Instant blasting pressure relief support and T1Namely repairing the anchor-grouting reinforcement support combined support;
zone S3By T1I.e. bolting and grouting reinforcement and support and T3Namely the closed combined supporting of the arch frame is repaired;
zone S4By T2Instant blasting pressure relief support, T1I.e. bolting and grouting reinforcement and support and T3Namely the repair of the arch frame closed support combined support.
9. The floor rework treatment method of claim 7, wherein in step 5, a weighting factor β is assignedi，∑βi＝1；
The technical formula of the comprehensive index of the repair area is eta ═ sigma betaiηi，i＝1～4。
10. The bottom plate repair treatment method according to claim 9, wherein the division standard of the four partitions is determined according to the value range of the comprehensive index of the repair area as follows:
non-influence area S1E [ eta, 3/4 eta.), weak influence zone S2E [3/4 eta, 1/2 eta ]), middle influence zone S3E [1/2 eta, 1/4 eta ]), strong influence region S4∈[1/4η，0)。
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111005500.0A CN113790083B (en) | 2021-08-30 | 2021-08-30 | Method for repairing and treating soft rock roadway floor of coal mine |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111005500.0A CN113790083B (en) | 2021-08-30 | 2021-08-30 | Method for repairing and treating soft rock roadway floor of coal mine |
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| Publication Number | Publication Date |
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| CN113790083A CN113790083A (en) | 2021-12-14 |
| CN113790083B true CN113790083B (en) | 2022-04-08 |
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