CN109977453A - Solid packed hydraulic support working resistance design method - Google Patents
Solid packed hydraulic support working resistance design method Download PDFInfo
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- CN109977453A CN109977453A CN201910036232.5A CN201910036232A CN109977453A CN 109977453 A CN109977453 A CN 109977453A CN 201910036232 A CN201910036232 A CN 201910036232A CN 109977453 A CN109977453 A CN 109977453A
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Abstract
The present invention provides a kind of solid packed hydraulic support working resistance design methods, belong to filling coal mining mechanized equipment technical field.The mechanical model that the present invention is interacted using " top plate-bracket-obturation " of multispan statically indeterminate structure, joint numerical model, using cover stress curve as roof toad, more realistically reflect the distribution of roof toad, the mechanical relationship for obtaining roof toad, bracket and obturation supporting force is more accurate, deflection condition can be limited for different obturation elastic foundation coefficients and different top plates obtain the preceding top beam of Double Tops girder construction hydraulic support and rear bar timbering intensity, the more scientific and reasonability compared with existing support Design method.
Description
Technical field
The invention belongs to filling coal mining mechanized equipment technical fields, are that be related to a kind of solid filling hydraulic more specifically
Working resistance of support design method.
Background technique
Filling mining is that a kind of be used as using hydraulic support is supported, and cash is filled constantly between hydraulic support and rock stratum roof plate
The obturations such as stone, the mining method to be collapsed with preventing rock stratum roof plate from deforming.
Filling mining overburden stress field distribution feature has hydraulic support working condition and obturation mechanical behavior
Large effect, and hydraulic support and obturation react on roof Stress distribution, hydraulic support bear load not only with
Protolith geology is related with mining conditions, also closely related with obturation mechanical property.
The redistribution process of filling mining terrane stress field is rock stratum roof plate, hydraulic support and obturation three's phase interaction
With, it is interactional as a result, losing the interactivity between each factor if the numerical value for unilaterally giving a certain variable.But it is existing
Having can not be in the unknown item of all multi-parameters such as roof toad, bracket support force and obturation stabilization by compaction length in technology
Effectively analyzed between three under part interact, the method for the quantitative relationship that interacts, therefore rock stratum roof plate, hydraulic support and fill
It fills out body triple interaction's relationship to be still difficult to determine, and then is difficult to determine hydraulic support working resistance during construction usage
Changing rule, be unfavorable for before construction usage and hydraulic support and obturation safely and effectively debugged in use.
Summary of the invention
The purpose of the present invention is to provide a kind of solid packed hydraulic support working resistance design methods, to solve existing skill
It is difficult to determine hydraulic support during construction usage the technical issues of the changing rule of working resistance present in art.
To achieve the above object, the technical solution adopted by the present invention is that: a kind of work resistance of solid packed hydraulic support is provided
Hydraulic design method, comprising:
A, the practical distortion amount parameter mobile according to rock stratum roof plate under the conditions of filling mining, establishes rock stratum roof plate, hydraulic branch
Mechanical model between frame and obturator；
B, with rock stratum side wall and obturation for main supporting body, hydraulic support plays rock stratum roof plate and limits metamorphosis, builds
Vertical mechanical balance equation and Coordinate deformation equation about continuous rock stratum roof plate；
C, supporting the distribution elastic foundation of obturation discrete is several across Equivalent Elasticity bearings, and single span slider is taken to carry out
Analysis, establishes section cut-outs deformation component equation, and be derived from across a matrix expression for section cut-outs deformation component, and ask
Solution；
D, it according to the above-mentioned solution found out, establishes and hydraulic support effect and the consistent numerical value of obturation parameter in mechanical model
Model, the cover stress curve that numerical value is calculated obtain rock stratum roof plate load, hydraulic support in model as roof toad
The interaction relationship function h (x) of stress and obturation supporting role power；
E, required obturation elastic foundation coefficient and top plate are limited into deflection and substitute into above-mentioned interactively function h (x),
Determine hydraulic support working resistance.
Further, in solid packed hydraulic support working resistance design method above-mentioned, the step A includes: by rock
Layer top plate establishes rock stratum roof plate, obturator using hydraulic support as fulcrum using obturator as backbar as imposed load
The mechanical model to interact between hydraulic support.
Further, in solid packed hydraulic support working resistance design method above-mentioned, the step B includes:
B1, both ends constraint is indicated with unknown force and moment of flexure, hydraulic support bearing calculates rock mass side wall with counter-force Ri replacement
With obturation Equivalent Elasticity rigidity are as follows:
Kmi and Kci is respectively the Equivalent Elasticity rigidity of rock mass side wall and obturation in formula；Kmi and kci is respectively rock mass side
The elastic foundation coefficient of wall and obturation；Lmi and lci is respectively the Equivalent Elasticity bearing spacing of rock mass side wall and obturation；B is
The unit thickness of mechanical model；
B2, a certain span of selection are that li can according to the two sides hydraulic support i shearing and moment of flexure equilibrium condition as slider
Obtain 3 equilibrium equations:
Fsi+Ri=q (x)+Fsi-Ri+1 (2)
Fi-Fi+1=0 (3)
Mi+Ri+1li=∫ q (x) lixdx-Mi+1 (4)
B3, the relationship for deriving rock mass side wall and obturation Equivalent Elasticity bearing reaction Ri and its decrement Di:
Work as i=3 in formula, when 4, Ri is that hydraulic support is limiting deformation state DiUnder constant support active force, D4To provide
Value.
Further, in solid packed hydraulic support working resistance design method above-mentioned, in the step C, section
Notch deformation component equation solution process includes: matrix expression and the n+2 compatibility of deformation according to section cut-outs deformation component
Equation combines 3 equilibrium equations, constitutes n+5 solution equation, and corresponding n+5 unknown constraint solves whole unknown quantitys.
Further, in solid packed hydraulic support working resistance design method above-mentioned, the step C includes i-th
Deformation component at section cut-outs is
In formula (6), X1(i)=Fi, X2(i)=Fsi, X3(i)=Mi；δrsIt (i) is the unit masterpiece used time at section cut-outs i
The displacement of generation,Displacement for the three unknown force directions generated when load Ri independent role；
The displacement coefficient and free term that all unit forces generate in formula (6) can be found out by potential energy of deformation formula:
In formula (7),WithIt respectively represents by Xr(i)、Xs(i)、
The moment of flexure and axial force generated when Ri independent role；
It is continuously without any relative displacement for guarantee section two sides, it is desirable that basic structure is in redundant force
X1、X2、X3And the displacement form under external applied load collective effect should be identical with original structure, specific displacement condition is Δr
(i)=0；
Formula (6) expansion is obtained into the matrix form of i-th of section cut-outs deformation component:
Formula (8) is write as matrix form:
Obtain the matrix expression of the 1~n section cut-outs deformation component:
Formula (9) and formula (3)~(5) constitute n+5 solution equation.
Further, described in the step D in solid packed hydraulic support working resistance design method above-mentioned
Numerical model is finite element plane strain numerical model, founds the numerical model using computer software module is proposed, and generate mould
Quasi- computation model figure.
Further, it in solid packed hydraulic support working resistance design method above-mentioned, in the step E, uses
Specific obturation elastic foundation coefficient and certain formations top plate limit deflection condition, determine Double Tops girder construction hydraulic support sinciput
Beam and rear bar timbering intensity, and then determine hydraulic support working resistance.
Further, described to fill in the step A in solid packed hydraulic support working resistance design method above-mentioned
Filling out the practical distortion amount parameter under the conditions of adopting includes that filling priority condition, subsidence value and mine pressure show pressure limit.
The beneficial effect of solid packed hydraulic support working resistance design method provided by the invention is: with the prior art
It compares, the mechanical model that the present invention is interacted using " top plate-bracket-obturation " of multispan statically indeterminate structure combines number
Be worth model, using cover stress curve be used as roof toad, more realistically reflection roof toad distribution, obtain roof toad,
Bracket and the mechanical relationship of obturation supporting force are more accurate, can be directed to different obturation elastic foundation coefficients and different top plates
It limits deflection condition and obtains the preceding top beam of Double Tops girder construction hydraulic support and rear bar timbering intensity, with existing support Design side
Method is compared to more scientific and reasonability.
Detailed description of the invention
It to describe the technical solutions in the embodiments of the present invention more clearly, below will be to embodiment or description of the prior art
Needed in attached drawing be briefly described, it should be apparent that, the accompanying drawings in the following description is only of the invention some
Embodiment for those of ordinary skill in the art without any creative labor, can also be according to these
Attached drawing obtains other attached drawings.
Fig. 1 is the flow diagram of solid packed hydraulic support working resistance design method provided in an embodiment of the present invention；
Fig. 2 is that the mechanical model of solid packed hydraulic support working resistance design method provided in an embodiment of the present invention is illustrated
Figure；
Fig. 3 is that the mechanical model of solid packed hydraulic support working resistance design method provided in an embodiment of the present invention calculates
Schematic diagram；
Fig. 4 is that the mechanical model of solid packed hydraulic support working resistance design method provided in an embodiment of the present invention calculates
The isolation single span force diagram of schematic diagram；
Fig. 5 is the numerical simulation calculation of solid packed hydraulic support working resistance design method provided in an embodiment of the present invention
Illustraton of model.
Specific embodiment
In order to which technical problems, technical solutions and advantages to be solved are more clearly understood, tie below
Accompanying drawings and embodiments are closed, the present invention will be described in further detail.It should be appreciated that specific embodiment described herein is only used
To explain the present invention, it is not intended to limit the present invention.
" continuous curved beam " structural model elaborates the continuously forming process of curved beam and its geometry and mechanical characteristics, due to
The transmitting that is continuous and maintaining power of structure inherently discloses filling and opens to alleviate the disturbance to initial rock stress field
Adopt rock movement form.
For the rock movement of caving method exploitation, long-term practice observation and studies have shown that with working face propulsion, it is mined out
Competent bed fragments into the sillar of marshalling above area, is acted on by horizontal thrust between sillar and forms hinged relationship, " masonry
Beam " structural model proposes therefrom, and in " masonry beam " structure basis, small change only occurs according to competent bed when filling mining
Shape, structure are still continuous and are no longer broken this phenomenon, establish " top plate-bracket-obturation " interaction mechanics model.
Frequently with two kinds of roof toad estimation methods be roof toad to be considered as linear distributed load and according to combination beam
Theory deduction show that roof toad is uniform load.Two methods estimation roof toad all has centainly the solution of certain problems
Applicability, but handle hydraulic support force analysis problem when it is larger with practical gap.Branch is adopted with mechanics model solution
Power of promising is relatively difficult, and numerical model then cannot preferably reflect the stress of hydraulic support, analysis top plate, bracket and
When the interaction relationship of obturation, the present invention combines mechanical model with numerical model, and the overlying strata that numerical simulation obtains are answered
Roof toad of the force curve as mechanical model more realistically reflects the distribution of roof toad.
Also referring to Fig. 1, now to a kind of solid packed hydraulic support working resistance design method provided by the invention into
Row explanation.The solid packed hydraulic support working resistance design method, comprising:
A, the practical distortion amount parameter mobile according to rock stratum roof plate under the conditions of filling mining, establishes rock stratum roof plate, hydraulic branch
Mechanical model between frame and obturator；
B, with rock stratum side wall (can be the coal seam side wall of support rock mass, i.e. coal wall) and obturation for main supporting body, liquid
It presses bracket to play rock stratum roof plate and limits metamorphosis, establish about the mechanical balance equation of continuous rock stratum roof plate and compatibility of deformation
Equation；
C, in the case where hydraulic support bearing load is unknown, it is several that the distribution elastic foundation of obturation, which is supported discrete,
Across Equivalent Elasticity bearing takes single span slider to be analyzed, and establishes section cut-outs deformation component equation, and be derived from across cut
The matrix expression of face notch deformation component, and solve, n+2 Coordinate deformation equation and 3 equilibrium equations constitute n+5 solution
Equation, corresponding n+5 unknown constraint, required problem must all solve；
D, it according to the above-mentioned solution found out, establishes and hydraulic support effect and the consistent numerical value of obturation parameter in mechanical model
Model, the cover stress curve that numerical value is calculated obtain rock stratum roof plate load, hydraulic support in model as roof toad
The interaction relationship function h (x) of stress and obturation supporting role power；
E, required obturation elastic foundation coefficient and top plate are limited into deflection and substitute into above-mentioned interactively function h (x),
The changing rule for analyzing Double Tops girder construction hydraulic support preceding top beam and rear bar timbering intensity, determines hydraulic support working resistance.
Solid packed hydraulic support working resistance design method provided by the invention, compared with prior art, using multispan
The mechanical model of " top plate-bracket-obturation " interaction of statically indeterminate structure, combines numerical model, utilizes cover stress
Curve more realistically reflects the distribution of roof toad, obtains roof toad, bracket and obturation supporting role as roof toad
The mechanical relationship of power is more accurate, can obtain for different obturation elastic foundation coefficients and different top plates restriction deflection condition double
The preceding top beam of beam structure hydraulic support and rear bar timbering intensity, the more scientific and conjunction compared with existing support Design method
Rationality.
Further, as a kind of specific reality of solid packed hydraulic support working resistance design method provided by the invention
Apply mode, the step A include: using rock stratum roof plate as imposed load, using obturator as backbar, using hydraulic support as
Fulcrum establishes the mechanical model to interact between rock stratum roof plate, obturator and hydraulic support, divides the mechanical model
Analysis, due to its freedom degree ω < 0, so the mechanical model is the indeterminate continuous structure of multispan.
The step B includes:
B1, both ends constraint is indicated with unknown force and moment of flexure, hydraulic support bearing calculates rock mass side wall with counter-force Ri replacement
With obturation Equivalent Elasticity rigidity are as follows:
Kmi and Kci is respectively the Equivalent Elasticity rigidity of rock mass side wall and obturation in formula；Kmi and kci is respectively rock mass side
The elastic foundation coefficient of wall and obturation；Lmi and lci is respectively the Equivalent Elasticity bearing spacing of rock mass side wall and obturation；B is
The unit thickness of mechanical model；
B2, a certain span of selection are that li can according to the two sides hydraulic support i shearing and moment of flexure equilibrium condition as slider
Obtain 3 equilibrium equations:
Fsi+Ri=q (x)+Fsi-Ri+1 (2)
Fi-Fi+1=0 (3)
Mi+Ri+1li=∫ q (x) lixdx-Mi+1 (4)
B3, the relationship for deriving rock mass side wall and obturation Equivalent Elasticity bearing reaction Ri and its decrement Di:
Work as i=3 in formula, when 4, Ri is that hydraulic support is limiting deformation state DiUnder constant support active force, D4To provide
Value.
In the step C, section cut-outs deformation component equation solution process includes:
According to the matrix expression and n+2 Coordinate deformation equation of section cut-outs deformation component, combine 3 equilibrium equations,
N+5 solution equation is constituted, corresponding n+5 unknown constraint solves whole unknown quantitys.
Specifically, the step C includes:
Deformation component at i-th of section cut-outs are as follows:
In formula (6), X1(i)=Fi, X2(i)=Fsi, X3(i)=Mi；δrsIt (i) is the unit masterpiece used time at section cut-outs i
The displacement of generation,Displacement for the three unknown force directions generated when load Ri independent role；
The displacement coefficient and free term that all unit forces generate in formula (6) can be found out by potential energy of deformation formula:
In formula (7),WithIt respectively represents by Xr(i)、Xs(i)、Ri
The moment of flexure and axial force generated when independent role；
It is continuously without any relative displacement for guarantee section two sides, it is desirable that basic structure is in redundant force
X1、X2、X3And the displacement form under external applied load collective effect should be identical with original structure, specific displacement condition is Δr
(i)=0；
Formula (6) expansion is obtained into the matrix form of i-th of section cut-outs deformation component:
Formula (8) is write as matrix form:
Obtain the matrix expression of the 1~n section cut-outs deformation component:
Formula (9) and formula (3)~(5) constitute n+5 solution equation.
In the step D, the numerical model is finite element plane strain numerical model, is simulated using computer software
The numerical model is established, and generates simulation computation model figure.
In the step E, deflection condition is limited using specific obturation elastic foundation coefficient and certain formations top plate,
It determines the preceding top beam of Double Tops girder construction hydraulic support and rear bar timbering intensity, and then determines hydraulic support working resistance.
In the step A, the practical distortion amount parameter under the conditions of the filling mining is heavy including filling priority condition, earth's surface
Drop amount and mine pressure show pressure limit.
Further, in specific embodiments of the present invention one, include the following steps:
(a) " top plate (i.e. rock stratum roof plate)-bracket (i.e. hydraulic support)-obturation " interaction mechanics model is established,
From structural mechanics, freedom degree ω < 0 is the indeterminate continuous structure of multispan；
(b) filling mining does not allow top plate appearance is biggish to fill preceding sinking, therefore hydraulic support reply top plate rises to limit and become
Shape effect；
(c) for the solution of the indeterminate continuous structure problem, because degree of statical indeterminacy is n+2, total n+5 unknown constraint；
(d) section by continuous structure along i-th of bearing is cut, and obtains the matrix of i-th of section cut-outs deformation component
Expression formula；
(e) 3 equilibrium equations of simultaneous constitute n+5 solution equation；
(f) in order to more realistically reflect the distribution of roof toad, more reasonably analysis top plate, bracket and obturation is mutual
Interactively combines mechanical model with numerical model；
(g) the cover stress curve for obtaining numerical simulation is as the roof toad q (x) of mechanical model；
(h) deflection condition is limited according to different obturation elastic foundation coefficients and different top plates, determines Double Tops girder construction
The preceding top beam of hydraulic support and rear bar timbering intensity.
To " top plate-bracket-obturation " interaction mechanics model of step (a), rock mass side wall and obturation conduct
Main supporting body, and do following assumed condition:
(1) it is analysis object with base object model, bears the non-uniform load of overlying rock, direct top is reduced to uniform load；
(2) it is fixed bearing that base object model, which protrudes into coal wall end, and obturation support end is due to there are vertical displacement and horizontal restraint
It is assumed to be orientation bearing, also subject to rotational restraint before obturation stabilization by compaction；
(3) coal wall in front of working face and rear obturation are assumed to be elastic foundation bearing, the two elastic foundation coefficient is not
Together；
(4) for convenient for structure mechanics analysis and calculating, it is several across Equivalent Elasticity branch that distribution elastic foundation, which is supported discrete,
It holds.
Further technical solution is that the solution for the problem that obtains also needs to introduce and deforms continuous (compatibility of deformation) item in step (c)
Part；
Further technical solution, the section at i-th of bearing of step (d) are cut, and three internal superfluous constraints are removed, and
Dai Yisan is to redundant force X1、X2、X3, taking a certain span is li as slider, flat according to the two sides support i shearing and moment of flexure
Weighing apparatus condition can obtain 3 equilibrium equations.
Further, in specific embodiments of the present invention two, include the following steps:
(1) the practical distortion form according to strata movement under the conditions of filling mining；
(2) in " masonry beam " structure basis, using base object model as research object, according to competent bed when filling mining
Micro-strain, structure only occurs and is still continuously no longer broken this phenomenon, establishes " top plate-bracket-obturation " phase interaction
Use mechanical model；
(3) the mechanical balance equation and Coordinate deformation equation for deriving continuous top plate obtain constituting n+5 solution equation, tool
Body derivation process is as follows:
(a) constraining both ends is indicated with unknown force and moment of flexure, and hydraulic support bearing obtains Fig. 3 with counter-force Ri replacement；
R1, R2 are rock mass side wall Equivalent Elasticity bearing reaction in Fig. 3, and R3, R4 are hydraulic support bearing reaction, R5~Rn
For obturation Equivalent Elasticity bearing reaction, lm, ln, lc are respectively rock mass side wall supports area, the area bracket Kong Ding and obturation control
Push up section length.
(b) rock mass side wall and obturation Equivalent Elasticity rigidity are calculated are as follows:
Kmi and Kci is respectively the Equivalent Elasticity rigidity of rock mass side wall and obturation in formula；Kmi and kci is respectively rock mass side
The elastic foundation coefficient of wall and obturation；Lmi and lci is respectively the Equivalent Elasticity bearing spacing of rock mass side wall and obturation；B is
The unit thickness of mechanical model；
(c) a certain span in Fig. 3 is li as slider, obtains Fig. 4；
(d) according to the two sides hydraulic support i shearing and moment of flexure equilibrium condition, 3 equilibrium equations can be obtained:
Fsi+Ri=q (x)+Fsi-Ri+1 (2)
Fi-Fi+1=0 (3)
Mi+Ri+1li=∫ q (x) lixdx-Mi+1 (4)
(e) relationship of rock mass side wall and obturation Equivalent Elasticity bearing reaction Ri and its decrement Di is derived:
Work as i=3 in formula, when 4, Ri is that hydraulic support is limiting deformation state DiUnder constant support active force, D4To provide
Value.
(f) the deformation component at i-th of section cut-outs are as follows:
In formula (6), X1(i)=Fi, X2(i)=Fsi, X3(i)=Mi；δrsIt (i) is the unit masterpiece used time at section cut-outs i
The displacement of generation,Displacement for the three unknown force directions generated when load Ri independent role.
The displacement coefficient and free term that all unit forces generate in formula (6) can be found out by potential energy of deformation formula:
In formula (7),WithIt respectively represents by Xr(i)、Xs(i)、Ri
The moment of flexure and axial force generated when independent role.
To guarantee that section two sides are continuously then to require basic structure in redundant force without any relative displacement
X1、X2、X3And the displacement form under external applied load collective effect should be identical with original structure, specific displacement condition is Δr
(i)=0；
Formula (6) expansion is obtained into the matrix form of i-th of section cut-outs deformation component:
Formula (8) is write as matrix form:
Obtain the matrix expression of the 1~n section cut-outs deformation component:
Formula (9) and formula (3)~(5) constitute n+5 solution equation；
(4) numerical model based on filling parameters, such as Fig. 5 are established.
Specifically, finite element plane strain numerical model is established, model scale modest ability × a height of 500 × 300m, coboundary is applied
Add the stratum 5MPa load, lower boundary is fixed, and horizontal restraint is arranged in two sides boundary, and model is generalized as from top to bottom compared with incompetent bed, closes
Key layer, soft stratum, base object model, directly 7 rock stratum such as top, coal seam, bottom plate, bearing excavation length 200m, obturation
Base system number 15MN/m3, filling bracket restriction deflection 150mm, rock constitutive model is using M-C model.
(5) the direct top load and directly the sum of top self weight obtained by Numerical modelling is required q (x), by rock mass
Peak point to the stress curve that obturation stablizes this section of compacting zone extracts in front of side wall, caused by increasing directly top self weight
Uniform load 0.125MPa, the calculating stress curve that logarithm is simulated are fitted, and by numerical model coordinate (190m~
It is 210m) corresponding with mechanical model coordinate (0m~60m), obtain stress distribution matched curve and mathematics fitting formula (10).
(6) " top plate-bracket-obturation " interaction force is substituted into using cover stress curve as roof toad q (x)
Model is learned, the unknown quantitys such as the counter-force of all hydraulic bracket in model, beam body internal force, beam-ends moment of flexure are thus solved, to obtain top
Onboard lotus, bracket and obturation supporting force interaction relationship.
Specifically, it will directly push up and be calculated in the aforementioned mechanical model of overlying strata load q (x) substitution, rock mass sidewall elastomer
Base system number takes km=600MN/m3, obturation elastic foundation coefficient k c=15MN/m3, top plate restriction deflection 150mm, distribution bullet
Property discrete across the spacing 5m of ground, solve the every unknown quantity of end reaction, beam body internal force, beam-ends moment of flexure etc. in mechanical model, specifically
Calculating process is realized by Matlab calculation procedure, need to be intended that the end reaction being calculated is equivalent concentrated force, finally
It should also be according to across spacing carry out linear distributed load reduction, to reflect true stress condition.
Using same calculating process and calculation method is planted, it is right respectively when top plate restriction deflection 150mm successively to calculate
It should be 5MN/m in obturation elastic foundation coefficient3、10MN/m3、20MN/m3、25MN/m3And obturation elastic foundation coefficient
15MN/m3When corresponding to top plate limit deflection be respectively 50mm, 100mm, 200mm, 250mm when end reaction, obtain not
" top plate-bracket-obturation " triple interaction's mechanical relationship under the conditions of same q (x).
(7) deflection can be limited according to different obturation elastic foundation coefficients and different top plates, determines hydraulic support sinciput
Beam and rear bar timbering intensity, obtain the working resistance of hydraulic support.
Specifically, by changing obturation elastic foundation coefficient (top plate limits deflection and is fixed as 150mm), calculated result
Show when obturation elastic foundation coefficient is by 5MN/m3Increase to 25MN/m3When, fill bracket before top beam supporting intensity by
1.27MPa is reduced to 0.54MPa, and rear bar timbering intensity is reduced to 0.61MPa by 1.34MPa；When obturation bearing capacity increases
Qiang Hou, filling bracket need support force reduction to be offered, top plate while transfer part load to front coal wall, it is meant that top plate passes
The effect for passing power is enhanced.
By changing the restriction deflection of top plate, (obturation elastic foundation coefficient is fixed as 15MN/m3), calculation result table
Bright, when restriction deflection is decreased to 50mm by 250mm, the support force that top beam need to provide before filling bracket is improved by 0.45MPa
To 1.77MPa, the support force that rear top beam need to provide is improved by 0.55MPa to 1.96MPa；Reduce with deflection is limited, filling branch
Frame support force improves, and the load value that front coal wall is born with rear obturation is fallen after rise.
Because filling mining requires filling front top plate deflection, do not allow top plate generation is biggish to fill preceding sinking, but root
According to above-mentioned analysis, control requirement of sinking before filling to top plate is higher, and the support force that filling bracket need to provide is bigger, even more than
Current brackets Intensity Design ability and equipment manufacturing are horizontal, thus should will sink before the filling of top plate control reasonable range it
It is interior, when limiting roof deformation 100mm, change obturation elastic foundation coefficient, obtains the internal force (shearing and moment of flexure) of base object model
Distribution curve.
The critical condition of base object model fracture is calculated by formula (11):
In formula, Fs is the section shear of beam, and Rs is the shearing strength of beam, and A is area of section, and M is the moment of flexure of beam, and Rt is beam
Tensile strength, h be beam thickness.
It is F according to the critical shear conditions that base object model is calculated in the base object model mechanics parameter of rock masssmax=192MN, faces
Boundary's moment of flexure condition is Mmax=235.2MNm, then under the above conditions base object model keep continuous parameter be obturation flexibly
Base system number is not less than 15MN/m3, according to filling bracket and top plate interaction relationship under this condition, fill bar timbering before bracket
Intensity is not less than 0.85MPa, and rear bar timbering intensity is not less than 0.92MPa.
Above-mentioned specific value calculates, and calculating process of the invention is used merely to explain, in order to be more clearly understood that this hair
Bright thinking.
The present invention is based on the practical distortion form of strata movement under the conditions of filling mining, using base object model as research pair
As establishing " top plate-bracket-obturation " interaction mechanics model based on multispan statically indeterminate structure, coal wall and filling
Body is main supporting body, and filling bracket plays top plate and limits metamorphosis, establishes the mechanical balance equation of continuous top plate accordingly
And Coordinate deformation equation, the solution of problem is carried out in the case where filling bracket support loads are unknown, and obturation is distributed elasticity
Discrete ground bearing is several across Equivalent Elasticity bearings, takes single span slider to be analyzed, establishes section cut-outs deformation component side
Journey, and then be derived from across a matrix expression for section cut-outs deformation component, n+2 obtained Coordinate deformation equation and 3
Equilibrium equation constitutes n+5 solution equation, corresponding n+5 unknown constraint, and required problem must all solve；In order to more realistically reflect
The distribution of roof toad, the more reasonably interaction relationship of analysis top plate, bracket and obturation, are attempted herein by mechanical model
It is combined with numerical model, changes in previous mechanical model using roof toad as the reduced chemical reaction kinetics model of uniform load, establish
It is bent with the effect of filling bracket and the consistent numerical model of obturation parameter, the cover stress that numerical value is calculated in mechanical model
Line substitutes into " top plate-bracket-obturation " interaction mechanics model, thus solves institute in model as roof toad q (x)
The unknown quantitys such as backed counter-force, beam body internal force, beam-ends moment of flexure, to obtain roof toad, bracket and obturation supporting role
The interaction relationship of power.Deflection is limited by the different obturation elastic foundation coefficients of specific sample calculation analysis and different top plates
Under the conditions of Double Tops girder construction filling bracket preceding top beam and rear bar timbering intensity changing rule, for filling bracket key parameter
It determines and effective foundation is provided.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (8)
1. a kind of solid packed hydraulic support working resistance design method, which comprises the following steps:
A, the practical distortion amount parameter mobile according to rock stratum roof plate under the conditions of filling mining, establish rock stratum roof plate, hydraulic support and
Mechanical model between obturator；
B, with rock stratum side wall and obturation for main supporting body, hydraulic support plays rock stratum roof plate and limits metamorphosis, establishes and closes
In the mechanical balance equation and Coordinate deformation equation of continuous rock stratum roof plate；
C, supporting the distribution elastic foundation of obturation discrete is several across Equivalent Elasticity bearings, and single span slider is taken to be divided
Analysis, establishes section cut-outs deformation component equation, and be derived from across a matrix expression for section cut-outs deformation component, and ask
Solution；
D, it according to the above-mentioned solution found out, establishes and hydraulic support effect and the consistent Numerical-Mode of obturation parameter in mechanical model
Type, the cover stress curve that numerical value is calculated as roof toad, obtain rock stratum roof plate load in model, hydraulic support by
The interaction relationship function h (x) of power and obturation supporting role power；
E, required obturation elastic foundation coefficient and top plate are limited into deflection and substitutes into above-mentioned interactively function h (x), analysis
The changing rule of the preceding top beam of Double Tops girder construction hydraulic support and rear bar timbering intensity, determines hydraulic support working resistance.
2. solid packed hydraulic support working resistance design method as described in claim 1, which is characterized in that the step A
Include:
Using rock stratum roof plate as imposed load, rock stratum top is established using hydraulic support as fulcrum using obturator as backbar
The mechanical model to interact between plate, obturator and hydraulic support.
3. solid packed hydraulic support working resistance design method as claimed in claim 2, which is characterized in that the step B
Include:
B1, both ends constraint is indicated with unknown force and moment of flexure, hydraulic support bearing is calculated rock mass side wall and filled with counter-force Ri replacement
Fill out body Equivalent Elasticity rigidity are as follows:
Kmi and Kci is respectively the Equivalent Elasticity rigidity of rock mass side wall and obturation in formula；Kmi and kci be respectively rock mass side wall and
The elastic foundation coefficient of obturation；Lmi and lci is respectively the Equivalent Elasticity bearing spacing of rock mass side wall and obturation；B is mechanics
The unit thickness of model；
B2, a certain span of selection, which are li as slider, can obtain 3 according to the two sides hydraulic support i shearing and moment of flexure equilibrium condition
Equilibrium equation:
Fsi+Ri=q (x)+Fsi-Ri+1 (2)
Fi-Fi+1=0 (3)
Mi+Ri+1li=∫ q (x) lixdx-Mi+1 (4)
B3, the relationship for deriving rock mass side wall and obturation Equivalent Elasticity bearing reaction Ri and its decrement Di:
Work as i=3 in formula, when 4, Ri is that hydraulic support is limiting deformation state DiUnder constant support active force, D4To provide value.
4. solid packed hydraulic support working resistance design method as claimed in claim 3, which is characterized in that in the step
In C, section cut-outs deformation component equation solution process includes:
According to the matrix expression and n+2 Coordinate deformation equation of section cut-outs deformation component, combine 3 equilibrium equations, constitutes n
+ 5 solution equations, corresponding n+5 unknown constraint solve whole unknown quantitys.
5. solid packed hydraulic support working resistance design method as claimed in claim 3, which is characterized in that the step C
Include:
Deformation component at i-th of section cut-outs are as follows:
In formula (6), X1(i)=Fi, X2(i)=Fsi, X3(i)=Mi；δrs(i) it is generated at section cut-outs i for the unit masterpiece used time
Displacement,Displacement for the three unknown force directions generated when load Ri independent role；
The displacement coefficient and free term that all unit forces generate in formula (6) can be found out by potential energy of deformation formula:
In formula (7),WithIt respectively represents by Xr(i)、Xs(i), Ri is independent
The moment of flexure and axial force generated when effect；
It is continuously without any relative displacement for guarantee section two sides, it is desirable that basic structure is in redundant force X1、X2、
X3And the displacement form under external applied load collective effect should be identical with original structure, specific displacement condition is Δr(i)=0；
Formula (6) expansion is obtained into the matrix form of i-th of section cut-outs deformation component:
Formula (8) is write as matrix form:
Obtain the matrix expression of the 1~n section cut-outs deformation component:
Formula (9) and formula (3)~(5) constitute n+5 solution equation.
6. solid packed hydraulic support working resistance design method as claimed in claim 5, it is characterised in that: in the step
In D, the numerical model is finite element plane strain numerical model, founds the numerical model using computer software module is proposed,
And generate simulation computation model figure.
7. solid packed hydraulic support working resistance design method as described in claim 1, it is characterised in that: in the step
In E, deflection condition is limited using specific obturation elastic foundation coefficient and certain formations top plate, determines that Double Tops girder construction is hydraulic
The preceding top beam of bracket and rear bar timbering intensity, and then determine hydraulic support working resistance.
8. solid packed hydraulic support working resistance design method as described in claim 1, it is characterised in that: the step A
In, the practical distortion amount parameter under the conditions of the filling mining includes that filling priority condition, subsidence value and mine pressure show pressure
Power limit.
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