CN109829229A - The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type - Google Patents
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims description 134
- 239000011148 porous material Substances 0.000 title claims description 18
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Abstract
本发明提供一种孔隙型含水基岩段煤矿立井单层井壁外荷载设计取值方法，本方法包括如下步骤：S1假定井壁为贴壁式状态，分析井壁的外荷载，计算出井壁外荷载的表达式；S2根据步骤S1计算出的的表达式来判别井壁的状态；S3根据步骤S2中所判别出的状态分别进行相应的荷载解析，并得出井壁为贴壁式衬砌时的井壁外荷载解析为井壁为离壁衬砌时的井壁外荷载解析为Pb；S4根据步骤S3所得到的结果带入已知的地层参数和立井井壁初步设计的尺寸参数，得到井壁外载荷的取值区间，再根据所设计的地层参数在取值区间内选取井壁的外荷载值。本发明所得到的井壁外荷载更符合实际工况，更有利于针对具体的地质条件下的立井施工的顺利进行。
The invention provides a method for designing the value of the external load of a single-layer shaft wall of a coal mine vertical shaft with a porous type water-bearing bedrock section. The method includes the following steps: S1, assuming that the shaft wall is in a wall-adhering state, analyze the external load of the shaft wall, and calculate the shaft wall. external load The expression of ; S2 is calculated according to step S1 to judge the state of the well wall; S3 performs corresponding load analysis according to the state discriminated in step S2, and obtains the analysis of the external load of the well wall when the well wall is a wall-mounted lining as: When the wellbore is the off-wall lining, the external load of the wellbore is analyzed as Pb ; S4 is brought into the known formation parameters and the size parameter of the preliminary design of the vertical wellbore according to the result obtained in step S3, and obtains the value of the external load of the wellbore Then select the external load value of the borehole wall within the value interval according to the designed formation parameters. The external load of the shaft wall obtained by the invention is more in line with the actual working conditions, and is more conducive to the smooth progress of the vertical shaft construction under specific geological conditions.
Description
Technical field
The invention belongs to coal mining technology fields, and in particular to a kind of aqueous rock section coal mine shaft lining single layer well of pore type
Wall external load design value method.
Background technique
Since China implements west area Great developing strategy, the mine that western newly-built or needs are safeguarded also increases year by year
It is more, but since pit shaft design theory seriously lags engineering practice, occur simply continuing to use, analogy Middle Eastern freezing wells with high strength RC is set
The phenomenon that meter method.Lead to Shaft wall design or overly conservative causes to waste or thickness of shaft wall is excessively thin and cause the serious leak of pit shaft
Even flood well accident.
Comprehensive analysis shows: chalk-Jurassic Period buried coal measure strata that the full basement rock deep freezing wall in western China passes through,
Mostly shale, the hole of calcite cementation filling, crack-hole dual media, totally different geological conditions is to lead with Middle Eastern
Current specifications and design method is caused to be difficult to the basic reason suitable for mine of western.Therefore, solve the very corn of a subject be as
On the basis of where correctly recognizing hole, crack-hole aquifer water-bearing stratum borehole wall bearing mechanism, science determines the outer lotus of shaft wall
It carries.
It is found by the retrieval to the prior art: in borehole wall external load problems of value, in existing vertical design specification,
It is only that water pressure reduction coefficient is proposed on the basis of the design method of Middle Eastern, but for water pressure reduction coefficient
Value is only the empirical parameter of engineering analogy.Therefore, it is unsatisfactory for the geological conditions of the aqueous rock section vertical of pore type, is set to subsequent
Meter and Specific construction are made troubles.
Accordingly, it is desirable to provide a kind of be directed to the insufficient improved technology scheme of the above-mentioned prior art.
Summary of the invention
The purpose of the present invention is overcome the above-mentioned rock section of rich water in the prior art coal mine shaft lining single layer well wall external load to design
The problem of value, by the analysis to shaft lining load-bearing state, the borehole wall external load constructed under country rock and borehole wall collective effect is analyzed
Model is considering country rock collective effect, fluid structurecoupling and steady in conjunction with China western part chalk-Jurassic Period buried coal measure strata characteristic
On the basis of state Radial Flow Through Porous Media, by being hydraulic pressure and solid phase horizontal stress by country rock outer boundary load decomposition, with different effective
Stress coefficient distinguishes the hydraulic pressure function and effect of different medium, provides a kind of rich water rock section coal mine shaft lining single layer well wall external load and sets
The method for counting value.
To achieve the goals above, the invention provides the following technical scheme:
The present invention provides a kind of aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type, described
Obtaining value method includes the following steps:
S1, it is first assumed that the borehole wall is wall-attaching type state, analyzes the external load of the borehole wall, and calculate borehole wall external loadSolution
Analysis solution；
S2, it is calculated according to step S1Analytic solutions differentiate that the borehole wall is adherent or state from wall；
S3 carries out corresponding load parsing according to the state determined in step S2 respectively, and show that the borehole wall is adherent
Borehole wall external load when formula lining cutting resolves toThe borehole wall external load when borehole wall is separate lining resolves to Pb；
S4 joins according to the size that the obtained result of step S3 brings known formation parameter and shaft wall Preliminary design into
Number, obtains the value interval of borehole wall external applied load, chooses the outer lotus of the borehole wall in value interval further according to designed formation parameter
Load value.
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
Step S1 is stated to specifically comprise the following steps:
S101, it is theoretical according to stable state Radial Flow Through Porous Media, water on the outside of the water pressure i.e. borehole wall of country rock and borehole wall intersection can be acquired
Pressure are as follows:
S102 can acquire General Solutions of Displacement according to elastic thick-wall cylinder theory are as follows:
S103 solves the general solution of effective stress are as follows:
Wherein: a is borehole wall ID；B is borehole wall outer diameter；C country rock outer diameter；KcFor borehole wall permeability；EcFor borehole wall springform
Amount；μcFor borehole wall Poisson's ratio；αcFor borehole wall effective stress coefficient；KrFor country rock permeability；ErFor elastic modulus of surrounding rocks；μrFor country rock
Poisson's ratio；αrFor country rock effective stress coefficient；PcFor side hydraulic pressure outside country rock and equal to the water pressure P of bedrock aquiferw；PaFor well
Side hydraulic pressure in wall；PsrFor crustal stress on the outside of country rock；For total stress on the outside of country rock；For total stress on the inside of country rock；
PbFor side hydraulic pressure in country rock；For total stress on the inside of the borehole wall；μlFor the viscosity of water.
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
State C1And C2For undetermined coefficient, r is radial coordinate,For effective radial stress,For effective circumference stress, A, B, M are full respectively
The following relational expression of foot:
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that
Country rock area (b≤r≤c) solves, and the parameter in general solution formula 4 and formula 5 is replaced as follows respectively: E=Er, μ=μr, α=αr, Pf
=Pfr,U=u(rock), C1=C1r, C2=C2r, and enable:
Total stress on the outside of country rock are as follows:
That is country rock Outer Boundary Conditions are as follows:
Total stress on the inside of country rock are as follows:
That is country rock internal boundary condition are as follows:
Country rock can be obtained by bringing the formula 11 of the formula 9 of formula country rock Outer Boundary Conditions and country rock internal boundary condition into general solution formula 4 and formula 5
The solution in area；
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that
Wellbore region (a≤r≤b) solves, and parameter is replaced as follows respectively in general solution formula 4 and 5: E=Ec, μ=μc, α=αc, Pf=Pfc,U=u(concrete), C1=C1c, C2=C2c, and enable:
Total stress on the outside of the borehole wall are as follows:
That is borehole wall Outer Boundary Conditions are as follows:
Total stress on the inside of the borehole wall are as follows:
That is borehole wall internal boundary condition are as follows:
The borehole wall can be obtained by bringing the formula 16 of the formula 14 of borehole wall Outer Boundary Conditions and borehole wall internal boundary condition into general solution formula 4 and formula 5
The solution in area；
Meanwhile on country rock and borehole wall contact surface, displacement is continuous, it may be assumed that
u(concrete)|R=b=u(rock)|R=bFormula 17；
It brings displacement-type 2 and formula 3 that country rock area and wellbore region are acquired into formula 17, the analytic solutions of borehole wall external load Pb can be obtained.
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
Step S2 is stated to specifically comprise the following steps:
S201, it is assumed that the tensile stress that country rock and borehole wall concrete surface can be born is-Rt(Rt>=0), then when country rock and well
When wall fits closely, country rock side effective stress meets:
S202 obtains wall-attaching type external load analytic solutions applicable elements:
From wall type status condition:
Wherein: RtFor the cohesive force between country rock and borehole wall concrete, Rt=0.
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
Step S3 is stated to specifically comprise the following steps:
S301, when the borehole wall is lining close to rock, the borehole wall and country rock collective effect, and borehole wall external load is had by country rock skeleton
Efficacy and pore water pressure two parts composition, borehole wall external load are as follows:
S302, when the borehole wall is from wall type lining cutting, country rock and the borehole wall do not transmit frame stress, since country rock and the borehole wall are deposited
Stablize Radial Flow Through Porous Media, do not consider the hydraulic connection contained, between water barrier, and seepage field does not change under stress,
Therefore hydraulic pressure is unattenuated in gap, i.e., still equal with the hydraulic pressure on the inside of country rock on the outside of the borehole wall, it is P that borehole wall external load, which is degenerated,b。
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
Step S4 is stated to specifically comprise the following steps:
S401, according to the above results, by the dimensional parameters and the borehole wall in known formation parameter, shaft wall Preliminary design
Material parameter successively solved according to step S1, step S2 and step S3, borehole wall external load in the stratum can be obtained
First valued space；
S402 chooses outside the borehole wall according to the formation parameter of practical section senior middle school in the valued space obtained in step S402
Load.
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
State the maximum external load in the first valued space meet shaft wall structure safety check when, then according to the numerical value of maximum external load
Carry out the design of shaft wall structure；
When the safety that maximum value is unsatisfactory for shaft wall structure in first valued space is checked, then need in value maximum
Formation parameter under the conditions of, choose different shaft cladding parameters respectively, again according to the sequence of step S1, S2 and S3, successively
Again it solves, obtains the second valued space of borehole wall external load, when external load minimum in the second valued space meets shaft wall structure
When safety is checked, then the design of shaft wall structure is carried out according to the minimum load in the second valued space.
The aqueous rock section coal mine shaft lining single layer well wall external load design value method of pore type as described above, it is preferable that institute
When stating the minimum external load in the second valued space and being unsatisfactory for the safety of shaft wall structure and check, then the formation parameter in value
Under shaft cladding Parameter Conditions, different borehole wall dimensional parameters are chosen respectively, again according to the sequence of step S1, S2 and S3,
It successively solves again, obtains the third valued space of borehole wall external load, when load minimum in third valued space meets shaft wall structure
Safety check when, then according to third valued space minimum external load carry out shaft wall structure design.
Compared with the immediate prior art, technical solution provided by the invention has following excellent effect:
The present invention is based on generalized effective stress principle and seepage theory, country rock collective effect, fluid structurecoupling and steady are being considered
On the basis of state Radial Flow Through Porous Media, by the analysis to shaft lining load-bearing state, the borehole wall under country rock and borehole wall collective effect is constructed
External load analysis model obtains the analytic solutions of borehole wall external load, provides reason for hydraulic pressure reduction coefficient value in the prior art
By foundation；The present invention considers the collective effect of the borehole wall and country rock, while hydraulic pressure and solid phase horizontal stress being decomposed, and with different
Effective stress coefficient distinguish the hydraulic pressure function and effect of different medium, the obtained borehole wall external load of the present invention more meets practical work
Condition is more advantageous to going on smoothly for the shaft construction under specific geological conditions, and the present invention is borehole wall external load
Science is chosen and the design of shaft wall structure provides the path of science.
Detailed description of the invention
Fig. 1 is the schematic diagram of borehole wall radial load/water-bearing layer hydrostatic pressing valued space in the embodiment of the present invention；
Fig. 2 is the schematic diagram of the Seepage model in the embodiment of the present invention；
Fig. 3 is the mechanical model schematic diagram of country rock under the coupling in the embodiment of the present invention；
Fig. 4 is the mechanical model schematic diagram of the borehole wall under the coupling in the embodiment of the present invention.
Specific embodiment
The technical scheme in the embodiments of the invention will be clearly and completely described below, it is clear that described implementation
Example is only a part of the embodiments of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, this field is general
Logical technical staff's every other embodiment obtained, shall fall within the protection scope of the present invention.
The present invention will be described in detail below with reference to the accompanying drawings and embodiments.It should be noted that in the feelings not conflicted
Under condition, the feature in embodiment and embodiment in the present invention be can be combined with each other.
Embodiment 1
It according to laboratory test and geologic information, is obtained according to existing engineering analogy: borehole wall ID a, borehole wall outer diameter b, country rock
Outer diameter c；Borehole wall permeability Kc, borehole wall elastic modulus Ec, borehole wall Poisson's ratio μc, borehole wall effective stress factor alphac；Country rock permeability Kr,
Elastic modulus of surrounding rocks Er, country rock Poisson's ratio μr, country rock effective stress factor alphar；The outer side hydraulic pressure P of country rockw, side hydraulic pressure P in the borehole walla；It encloses
Crustal stress P on the outside of rocksr, total stress on the outside of country rockThe viscosity μ of waterl。
The present invention provides a kind of aqueous rock section coal mine shaft lining single layer well wall external load design value methods of pore type, take
Value method includes the following steps:
S1, it is first assumed that the borehole wall is wall-attaching type state, analyzes the external load of the borehole wall, and calculate borehole wall external loadTable
Up to formula.First carry out it is assumed that then carrying out reversed verifying further according to the structure of calculating.As shown in figs. 2 to 4, wall-attaching type state
External load analysis model includes the power of the borehole wall under coffer mechanics model and coupling under seepage flow type analysis model, coupling
Model is learned, seepage flow type mechanical model corresponds to water pressure on the outside of the borehole wall, and the coffer mechanics model under coupling corresponds on the outside of country rock
Stress mechanical analysis, borehole wall mechanical model corresponds to borehole wall mechanics analysis model under coupling.
Step S1 specifically comprises the following steps:
S101, it is theoretical according to stable state Radial Flow Through Porous Media, water on the outside of the water pressure i.e. borehole wall of country rock and borehole wall intersection can be acquired
Pressure are as follows:
S102 can acquire General Solutions of Displacement according to elastic thick-wall cylinder theory are as follows:
S103 solves the general solution of effective stress are as follows:
C1And C2For undetermined coefficient, r is radial coordinate,For effective radial stress,For effective circumference stress, A, B, M
Meet following relational expression respectively:
It is solved at country rock area (b≤r≤c), the parameter in general solution formula 4 and formula 5 is replaced as follows respectively: E=Er, μ=
μr, α=αr, Pf=Pfr,U=u(rock), C1=C1r, C2=C2r, and enable:
Total stress on the outside of country rock are as follows:
That is country rock Outer Boundary Conditions are as follows:
Total stress on the inside of country rock are as follows:
That is country rock internal boundary condition are as follows:
Country rock can be obtained by bringing the formula 11 of the formula 9 of formula country rock Outer Boundary Conditions and country rock internal boundary condition into general solution formula 4 and formula 5
The solution in area.
It is solved at wellbore region (a≤r≤b), parameter is replaced as follows respectively in general solution formula 4 and 5: E=Ec, μ=μc, α=
αc, Pf=Pfc,U=u(concrete), C1=C1c, C2=C2c, and enable:
Total stress on the outside of the borehole wall are as follows:
That is borehole wall Outer Boundary Conditions are as follows:
Total stress on the inside of the borehole wall are as follows:
That is borehole wall internal boundary condition are as follows:
The borehole wall can be obtained by bringing the formula 16 of the formula 14 of borehole wall Outer Boundary Conditions and borehole wall internal boundary condition into general solution formula 4 and formula 5
The solution in area；
Meanwhile on country rock and borehole wall contact surface, displacement is continuous, it may be assumed that
u(concrete)|R=b=u(rock)|R=bFormula 17；
It brings displacement-type 2 and formula 3 that country rock area and wellbore region are acquired into formula 17, borehole wall external load can be obtainedExpression formula.
S2, it is calculated according to step S1Expression formula differentiate that the borehole wall is adherent or state from wall.
Step S2 specifically comprises the following steps:
S201, it is assumed that the tensile stress that country rock and borehole wall concrete surface can be born is-Rt(Rt>=0), then when country rock and well
When wall fits closely, country rock side effective stress meets:
S202 obtains wall-attaching type external load analytic solutions applicable elements:
From wall type status condition:
Wherein: RtFor the cohesive force between country rock and borehole wall concrete, Rt=0.
S3 carries out corresponding load parsing according to the state determined in step S2 respectively, and show that the borehole wall is adherent
Borehole wall external load when formula lining cutting resolves toThe borehole wall external load when borehole wall is separate lining resolves to Pb。
Step S3 specifically comprises the following steps:
S301, when the borehole wall is lining close to rock, the borehole wall and country rock collective effect, and borehole wall external load is had by country rock skeleton
Efficacy and pore water pressure two parts composition, borehole wall external load are as follows:
S302, when the borehole wall is from wall type lining cutting, country rock and the borehole wall do not transmit frame stress, since country rock and the borehole wall are deposited
Stablize Radial Flow Through Porous Media, do not consider the hydraulic connection contained, between water barrier, and seepage field does not change under stress,
Therefore hydraulic pressure is unattenuated in gap, i.e., still equal with the hydraulic pressure on the inside of country rock on the outside of the borehole wall, it is P that borehole wall external load, which is degenerated,b。
S4 joins according to the size that the obtained result of step S3 brings known formation parameter and shaft wall Preliminary design into
Number, obtains the value interval of borehole wall external applied load, chooses the outer lotus of the borehole wall in value interval further according to designed formation parameter
Load value.
Step S4 specifically comprises the following steps:
S401, according to the above results, by the dimensional parameters and the borehole wall in known formation parameter, shaft wall Preliminary design
Material parameter successively solved according to step S1, step S2 and step S3, borehole wall external load in the stratum can be obtained
First valued space.
S402 chooses outside the borehole wall according to the formation parameter of practical section senior middle school in the valued space obtained in step S402
Load.
When the safety that maximum external load in first valued space meets shaft wall structure is checked, then according to maximum external load
Numerical value carry out shaft wall structure design.
In first valued space maximum value be unsatisfactory for shaft wall structure safety check when, then need value maximumly
Under the conditions of layer parameter, different shaft cladding parameters is chosen respectively, again according to the sequence of step S1, S2 and S3, successively again
It solves, obtains the second valued space of borehole wall external load, when external load minimum in the second valued space meets the safety of shaft wall structure
Property check when, then according in the second valued space minimum load carry out shaft wall structure design.
When the safety that minimum external load in second valued space is unsatisfactory for shaft wall structure is checked, then the ground in value
Under layer parameter and shaft cladding Parameter Conditions, different borehole wall dimensional parameters are chosen respectively, again according to step S1, S2 and S3
Sequentially, it successively solves again, obtains the third valued space of borehole wall external load, when load minimum in third valued space meets the borehole wall
When the safety of structure is checked, then the design of shaft wall structure is carried out according to the minimum external load of third valued space.
The present invention is on the basis of correctly understanding hole, crack-hole aquifer water-bearing stratum borehole wall bearing mechanism, in conjunction with China
Chalk-Jurassic Period buried coal measure strata characteristic provides and shaft wall is determined and optimized for science under changeable geological conditions
The method of external load.
Embodiment 2
Obtaining value method according to the present invention calculates the borehole wall load of certain mine rock section auxiliary shaft, it is known that: the elasticity modulus of country rock
Er=9925MPa, permeability Kr=9.9 × 10-16m2, the borehole wall elastic modulus Ec=36500MPa, Poisson's ratio μc=0.15, it seeps
Saturating rate Kc=4.1 × 10-17m2；Borehole wall ID is a=5m, outer diameter b=6.3m；Country rock outer diameter is c=150m；Water on the inside of the borehole wall
Pressure Pa=0MPa；Borehole wall effective stress coefficient is αc=0.122；Country rock effective stress coefficient is αr=0.95.Country rock is averagely outstanding
Buoyant weight degree takes 22kN/m3, average level lateral pressure coefficient takes 0.164, according to Valeriy Sokolov formula pressed to obtain:
According to head height calculate outside country rock side hydraulic pressure be Pc=6.7MPa, therefore protolith horizontal stress is Psr=2.46MPa.
It is 4.27MPa, measured value 4.28MPa that analytic application solution, which acquires the outer side hydraulic pressure of the borehole wall at depth 670m,；Outside the borehole wall
Load is 4.09MPa, measured value 4.02MPa.At this time:According to formula 13, the borehole wall is in patch
Wall-like state.It can thus be seen that the result of the borehole wall external load of the result and actual measurement that are obtained using calculation method of the invention
Error is within the scope of acceptable, at this time:According to formula 19, the borehole wall is in adherent shape
State.
Embodiment 3
Obtaining value method according to the present invention, it is known that: the elastic modulus E of country rockr=4385~11255MPa, permeability Kr=
2.78~27.7 × 10-16m2, Poisson's ratio μr=0.35, the viscosity μ of waterl=0.1 × 10-8MPa·s；The elastic modulus E of the borehole wallc
=36500MPa, Poisson's ratio μc=0.15, permeability Kc=4.1 × 10-17m2；Borehole wall ID is a=5m, outer diameter b=6.3m；
Country rock outer diameter is c=150m；Lateral water pressure P in the borehole walla=0MPa；Borehole wall effective stress coefficient is αc=0.122；Country rock is effective
Stress coefficient is αr=0.95.Country rock averagely suspension severe takes 22kN/m3, average level lateral pressure coefficient takes 0.164, according to rope
Section's love formula is pressed to obtain:According to head height calculate outside country rock side hydraulic pressure be Pc=6.7MPa, therefore protolith
Horizontal stress is Psr=2.46MPa.
It is successively solved according to the sequence of step S1, S2 and S3, the first value of borehole wall external load in the stratum can be obtained
Space is as shown in Figure 1.
In conclusion the present invention is directed to chalk-Jurassic Period buried coal measure strata that full basement rock deep freezing wall passes through, mostly mud
Shaft construction under matter, the hole of calcite cementation filling, crack-hole dual media geological conditions, in the construction process
The technical issues of obtaining value method for the borehole wall load that the value of borehole wall external load relies on merely analogy geological conditions different, the present invention
Correctly understanding hole, crack-hole aquifer water-bearing stratum borehole wall bearing mechanism on the basis of, based on generalized effective stress principle with
Seepage theory is provided in conjunction with China western part chalk-Jurassic Period buried coal measure strata characteristic in crack-hole dual media
The method that science determines shaft wall external load under geological conditions.
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
Mind and principle within, any modification, equivalent replacement, improvement and so on, accompanying claims protection scope of the present invention it
It is interior.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910079195.6A CN109829229B (en) | 2019-01-28 | 2019-01-28 | Design value method of external load on single-layer shaft wall of coal mine vertical shaft with porous water-bearing bedrock section |
Applications Claiming Priority (1)
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| CN114491758A (en) * | 2022-01-28 | 2022-05-13 | 中国矿业大学 | A calculation method of vertical shaft wall water pressure based on seepage flow |
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| CN103541727A (en) * | 2013-09-12 | 2014-01-29 | 中国石油大学(北京) | Deepwater shallow layer fracture pressure computing technology |
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| CN103541727A (en) * | 2013-09-12 | 2014-01-29 | 中国石油大学(北京) | Deepwater shallow layer fracture pressure computing technology |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114491758A (en) * | 2022-01-28 | 2022-05-13 | 中国矿业大学 | A calculation method of vertical shaft wall water pressure based on seepage flow |
| CN114491758B (en) * | 2022-01-28 | 2025-02-28 | 中国矿业大学 | A method for calculating water pressure on shaft wall based on seepage volume |
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