CN108266211B - Method for determining reinforcement position of stayed anchor cable of gob-side entry retaining roof - Google Patents

Method for determining reinforcement position of stayed anchor cable of gob-side entry retaining roof Download PDF

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CN108266211B
CN108266211B CN201810014063.0A CN201810014063A CN108266211B CN 108266211 B CN108266211 B CN 108266211B CN 201810014063 A CN201810014063 A CN 201810014063A CN 108266211 B CN108266211 B CN 108266211B
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sheet
gob
entry retaining
side entry
anchor cable
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CN108266211A (en
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孙春东
孙利辉
李继升
杨本生
杨贤达
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Hebei Filling Mining Technology Co ltd
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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
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
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    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/06—Power analysis or power optimisation

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Abstract

The invention relates to a method for determining the reinforcement position of a cable-stayed anchor cable of a gob-side entry retaining roof, which is characterized in that the conventional reinforcement of the gob-side entry retaining roof mostly strikes an anchor cable inclined to the solid coal side near a roadway filling body to protect the roadway from being stable, but has poor practical effect. The method is particularly suitable for determining the arrangement of the cable-stayed anchor cables of the gob-side entry retaining roof. The method considers that the poor effect of reinforcing the top plate by the top plate inclined-pulling anchor cable is caused by unreasonable design and arrangement positions of the inclined-pulling anchor cable of the top plate of the roadway, therefore, the method regards the top plate of the roadway as a pair of side-fixing and supporting simple support and a pair of side-free thin plates, calculates and obtains the maximum and minimum principal stress expression of the thin plates, compares the maximum principal stress of the thin plates with the tensile strength of the rock, obtains the stress proportionality coefficient of the thin plates, and the stress proportionality coefficient is larger than 1 rock plate damage, wherein the position is the position where the inclined-pulling anchor cable needs to be used for reinforcing. The method is simple in calculation, easy to implement, safe and reliable.

Description

Method for determining reinforcement position of stayed anchor cable of gob-side entry retaining roof
Technical Field
The invention relates to a method suitable for optimizing and determining the position of a large-section and large-deformation roadway roof cable-stayed anchor cable, in particular to a method for determining the reinforcing position of the cable-stayed anchor cable of a gob-side entry roof.
Background
The gob-side entry retaining is an important entry protection mode in the coal pillar-free exploitation, the entry retaining support and the existing technology are more, and most entry retaining has serious top plates, two sides and even bottom drums after primary mining and secondary mining, wherein the reinforcing treatment of the top plates comprises the methods of repairing and beating single struts, large top plate anchor cables and the like, particularly the top plates are quite common in beating the anchor cables, but the anchor cable reinforcing effect is not obvious in many cases.
The traditional gob-side entry retaining roof reinforcing anchor cable is generally arranged near a roadway filling body, a row of anchor cables are axially arranged along the roadway, the anchor cables are provided with a vertical roof and a side tilting towards solid coal, and practice proves that the arrangement mode does not effectively control roof deformation, so that the position selection of the anchor cables is unreasonable.
The control of the gob-side entry retaining roof is a key for ensuring the stability of the gob-side entry retaining, and particularly, the anchor cable reinforcement of the rock stratum of the gob-side entry retaining roof after mining is crucial for the stability of the gob-side entry retaining, so that the reasonable roof anchor cable reinforcement position is designed and determined, roof collapse of the gob-side entry retaining roof can be prevented, and safe and efficient mining of a working face without coal pillars is ensured.
Disclosure of Invention
In order to solve the problems, the invention provides a method for determining the reinforcement position of the stayed anchor cable of the gob-side entry retaining roof, which is suitable for determining the position of the stayed anchor cable of the large-section and large-deformation entry retaining roof, can accurately design the position of the stayed anchor cable of the roof according to specific mining conditions, can prevent the roof of the gob-side entry retaining roof from roof fall, and ensures safe and efficient mining of a working face without coal pillars.
The technical scheme of the invention is as follows: the method for determining the reinforcement position of the stayed anchor cable of the gob-side entry retaining roof is suitable for determining the position of the stayed anchor cable of the large-section and large-deformation entry retaining roof, and specifically comprises the following steps:
step 1, establishing a gob-side entry retaining roof sheet model, and determining boundary conditions of the sheet: according to the actual rock stratum condition of the gob-side entry retaining roof and the section size of the entry retaining, a thin plate geometric model is built, and the boundary condition of the thin plate is determined to be free on opposite sides in the axial direction of the tunnel, the gob-side entry collecting side is a simply supported boundary, and the coal side of the tunnel entity is a solid supported boundary, so that a deflection expression of the thin plate is built.
Step 2, calculating to obtain a maximum principal stress distribution expression in the sheet: and (3) calculating deflection analysis solution of the sheet by combining the deflection expression and the sheet boundary condition, substituting the analysis solution into the sheet internal force formula after partial differentiation, and substituting the three main stress expressions into the maximum and minimum main stress expressions of any point in the sheet to finally obtain the maximum main stress distribution solution in the sheet.
Step 3, calculating the stress proportionality coefficient of the roof sheet rock stratum: and releasing the maximum principal stress of the sheet to obtain the stress proportion coefficient of the sheet stratum by the tensile strength of the sheet stratum.
Step 4, determining the arrangement positions of the gob-side entry retaining cable-stayed anchor cables: and taking the proportionality coefficient as a basis for judging whether the roof strata is damaged or not, wherein the damaged part is the position where the cable-stayed anchor cable is arranged.
Further, the geometric model of the sheet in the step 1 is shown in fig. 1, and the sheet boundary condition expression is:
and (3) a simple supporting edge: w (w) x＝a/2 ＝0，
Figure BSA0000157046050000021
Clamped edge: w (w) x＝-a/2 ＝0，
Figure BSA0000157046050000022
Free edge: for y= -b/2 free edge,
Figure BSA0000157046050000023
Figure BSA0000157046050000031
for y=b/2 free edges,
Figure BSA0000157046050000032
Figure BSA0000157046050000033
the elastic curved surface control equation of the sheet is as follows:
Figure BSA0000157046050000034
wherein: a is the width of a transverse thin plate of the tunnel section, m; b is the length of the thin plate in the axial direction of the roadway, m; w is the deflection of the thin plate and m; w (w) x＝a/2 、w x＝-a/2 M is the deflection at the sheets a/2 and-a/2;m is a sheet bending moment, N.m; m is M y0 、M yb N.m for bending moments at sheets-b/2 and b/2, respectively; v is external force potential energy, J; v (V) y0 、V yb J is the external force potential energy at the thin plates-b/2 and b/2; v is the poisson ratio of the thin plate; q load of the upper surface of the sheet, pa; d is the bending rigidity of the thin plate and N/m;
Figure BSA0000157046050000035
is the deformation of the curved surface of the thin plate and m.
Further, the deflection expression in the step 1 is:
Figure BSA0000157046050000036
further deriving, the deflection expression in the step 1 is as follows:
Figure BSA0000157046050000037
further, the maximum principal stress expression of the sheet in the step 2 is:
Figure BSA0000157046050000041
wherein: m is a numerical value, 1, 2 and 3 … are taken; e is the elastic modulus of the thin plate and GPa; y is Y m Is a coefficient to be determined; sigma (sigma) 1 、σ 3 The maximum and minimum principal stresses in the sheet, MPa, respectively.
Further, the stress proportionality coefficient calculating method in the step 3 is as follows:
Figure BSA0000157046050000042
wherein: f (x, y) is the stress proportionality coefficient; sigma (sigma) t The tensile strength of the rock plate is MPa;
further, the method for determining the arrangement position of the gob-side entry retaining cable-stayed anchor cable in the step 4 is as follows:
Figure BSA0000157046050000043
compared with the prior art, the method for determining the reinforcement position of the stayed anchor cable of the gob-side entry retaining roof has the advantages that the stress distribution in the sheet is determined and compared with the tensile strength of roof rock, and the damage position of the sheet is further judged, so that the reinforcement specific position of the stayed anchor cable of the gob-side entry retaining roof is obtained.
Drawings
FIG. 1 is a schematic diagram of a mechanical model of a gob-side entry retaining roof sheet according to the present invention.
FIG. 2 is a graph showing the stress proportionality coefficient distribution of the gob-side entry retaining roof sheet according to the present invention.
Fig. 3 is a view showing the reinforcement position of the cable stayed anchor cable of the gob-side entry retaining roof according to the invention.
In the figure:
1. roof load, sheet simple supporting edge, sheet clamped edge, sheet free edge and cable-stayed anchor cable.
The specific embodiment is as follows:
the invention is further described below by taking the practical application of the method in reinforcement arrangement of the cable-stayed anchor cable of the gob-side entry retaining roof as an example.
As shown in fig. 2, the stress proportionality coefficient distribution diagram of the gob-side entry retaining roof sheet is mainly used for determining the problem of the reinforcement position of the gob-side entry retaining roof cable stayed anchor cable. For example, a gob-side entry retaining under a certain mine is adopted, the average thickness of a mined coal seam is 2.5m, a gob-side entry retaining is implemented by a working face transportation gate way, as a return air lane of a working face of the next section, siltstone and fine sandstone are directly arranged on the top, coarse sandstone is basically arranged on the top, the tensile strength of the siltstone is 5.2MPa, the elastic modulus is 10.5GPa, the Poisson ratio is 0.18, the tensile strength of the fine sandstone is 6.7MPa, the elastic modulus is 11.8GPa, the Poisson ratio is 0.21, the roof load q is 1.5MPa, the net width of the roadway after the gob-side entry retaining is 4m, and the width of a gob-side entry retaining filling body is 2 m. The method specifically comprises the following steps:
step 1, establishing a gob-side entry retaining direct roof siltstone sheet model, wherein the sheet width is 6m, and the axial length is considered according to 500 m; determining the width direction of the thin plate as a solid coal side solid support boundary, the mining side as a simple support boundary and the axial length direction as a free edge; the sheet deflection expression is established as follows:
Figure BSA0000157046050000051
step 2, calculating to obtain the maximum principal stress distribution expression in the sheet as follows:
Figure BSA0000157046050000061
step 3, calculating the stress proportionality coefficient of the roof sheet rock stratum: the maximum principal stress of the sheet was relieved at the tensile strength of the sheet formation to give a stress scaling factor of Bao Yan sheet.
Figure BSA0000157046050000062
And 4, taking the proportionality coefficient as a basis for judging whether the roof strata is damaged or not, and if the part with the stress proportionality coefficient larger than 1 is damaged, arranging the cable-stayed anchor cable. Thus, the arrangement positions of the cable-stayed anchor cables along the gob-side entry retaining in FIG. 3 are obtained, and a row of anchor cables are respectively arranged close to the solid coal side by 0.5m, the center line of the roadway and the distance from the mining side by 0.5 m.
The foregoing describes one embodiment of the present invention in detail, but the description is only a preferred embodiment of the present invention and should not be construed as limiting the scope of the invention. All equivalent changes and modifications within the scope of the present invention are intended to be covered by the present invention.

Claims (1)

1. The method for determining the reinforcement position of the top plate inclined pulling anchor cable of the gob-side entry retaining roadway is suitable for determining the position of the top plate inclined pulling anchor cable in the gob-side entry retaining roadway and is characterized by comprising the following steps of:
step 1, establishing a gob-side entry retaining roof sheet model, and determining boundary conditions of the sheet: establishing a thin plate geometric model according to actual gob-side entry retaining roof rock stratum conditions and entry retaining section sizes, determining boundary conditions of the thin plate as free opposite sides of the roadway in the axial direction, a simple support boundary on the goaf side of the roadway and a solid support boundary on the coal side of the roadway entity, and establishing a deflection expression of the thin plate;
the sheet boundary condition expression in step 1 is:
and (3) a simple supporting edge: w (w) x＝a/2 ＝0，
Figure FSB0000204245860000011
Clamped edge: w (w) x＝-a/2 ＝0，
Figure FSB0000204245860000012
Free edge: for y= -b/2 free edge,
Figure FSB0000204245860000013
Figure FSB0000204245860000014
for y=b/2 free edges,
Figure FSB0000204245860000015
Figure FSB0000204245860000016
the elastic curved surface control equation of the sheet is as follows:
Figure FSB0000204245860000017
wherein: a-is the width of a transverse thin plate of the tunnel section, m; b-is the length of the thin plate in the axial direction of the roadway, m; w-is the deflection of the thin plate, m; m-is a sheet bending moment, N.m; v-is external force potential energy, J; v-is the poisson ratio of the rock plate; q-load of the upper surface of the sheet, pa; d-is the bending rigidity of the thin plate and N/m;
Figure FSB0000204245860000018
-deforming the curved surface of the sheet, m; the construct hypothetical deflection expression is:
Figure FSB0000204245860000021
wherein: m-is a numerical value, 1, 2 and 3 … are taken; y is Y m -a coefficient to be determined;
the deflection expression in step 1 is:
Figure FSB0000204245860000022
step 2, calculating to obtain a maximum principal stress distribution expression in the sheet: the deflection expression and the boundary condition of the sheet are combined to calculate deflection analysis solution of the sheet, partial differentiation is obtained by the analysis solution, then the analysis solution is substituted into the sheet internal force formula, and then three main stress expressions are substituted into the maximum and minimum main stress expressions of any point in the sheet, and finally the maximum main stress distribution solution in the sheet is obtained;
the maximum principal stress expression of the sheet in step 2 is:
Figure FSB0000204245860000023
wherein: m-is a numerical value, 1, 2 and 3 … are taken; e-is the elastic modulus of the thin plate and GPa;
step 3, calculating the stress proportionality coefficient of the roof sheet rock stratum: relieving the maximum principal stress of the sheet to obtain the stress proportion coefficient of the Bao Yan sheet according to the tensile strength of the sheet rock stratum;
the stress proportionality coefficient calculating method in the step 3 is as follows:
Figure FSB0000204245860000024
wherein: f (x, y) -is the stress proportionality coefficient; sigma (sigma) t The tensile strength of the rock plate is MPa;
step 4, determining the arrangement positions of the gob-side entry retaining cable-stayed anchor cables: the proportion coefficient is used as a basis for judging whether the roof strata is damaged or not, and the damage part is the position where the cable-stayed anchor cable is arranged;
the method for determining the arrangement position of the gob-side entry retaining cable-stayed anchor cable in the step 4 comprises the following steps:
Figure FSB0000204245860000031
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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4051683A (en) * 1976-06-28 1977-10-04 Jennmar Corporation Method and apparatus for supporting a mine roof
US4630974A (en) * 1985-03-13 1986-12-23 Price & Adams Roof support system for a mine and method for providing the same
CN105160188A (en) * 2015-09-16 2015-12-16 中国矿业大学(北京) Method for determining support length of broken roadway close to collapse column
CN105781597A (en) * 2014-12-16 2016-07-20 淮南矿业(集团)有限责任公司 Method for performing anchoring and grouting reinforcement inside deep well soft rock gob-side entry retaining
CN105893325A (en) * 2016-06-03 2016-08-24 江西理工大学 Method for judging stability of metal mine artificial pillar
CN106014413A (en) * 2016-07-12 2016-10-12 中国矿业大学(北京) Method for implementing combined supporting on goaf-along driven roadway and adjacent roadway in thick coal layer

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4051683A (en) * 1976-06-28 1977-10-04 Jennmar Corporation Method and apparatus for supporting a mine roof
US4630974A (en) * 1985-03-13 1986-12-23 Price & Adams Roof support system for a mine and method for providing the same
CN105781597A (en) * 2014-12-16 2016-07-20 淮南矿业(集团)有限责任公司 Method for performing anchoring and grouting reinforcement inside deep well soft rock gob-side entry retaining
CN105160188A (en) * 2015-09-16 2015-12-16 中国矿业大学(北京) Method for determining support length of broken roadway close to collapse column
CN105893325A (en) * 2016-06-03 2016-08-24 江西理工大学 Method for judging stability of metal mine artificial pillar
CN106014413A (en) * 2016-07-12 2016-10-12 中国矿业大学(北京) Method for implementing combined supporting on goaf-along driven roadway and adjacent roadway in thick coal layer

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
基于弹性薄板理论的巷道层状顶板破坏的能量法分析;孙伟;谢飞鸿;郭磊;;石家庄铁道学院学报(自然科学版)(02);第50-53页 *

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