CN110487632A - A kind of rock mass compression strength determines method - Google Patents
A kind of rock mass compression strength determines method Download PDFInfo
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- CN110487632A CN110487632A CN201910738411.3A CN201910738411A CN110487632A CN 110487632 A CN110487632 A CN 110487632A CN 201910738411 A CN201910738411 A CN 201910738411A CN 110487632 A CN110487632 A CN 110487632A
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
The present invention relates to a kind of rock mass compression strength to determine method, based on continuous sillar intensity principal stress expression formula, the direct stress and shear stress of any direction structural plane group under the conditions of the confining pressures such as acquisition obtain the remaining shear stress on structural plane according to the coulomb shearing strength of structural plane；The Strength Criterion expression formula of structural plane group is established for compression rock mass, the coefficient of the Strength Criterion expression formula of structural plane group and sillar intensity principal stress expression formula is unified, the general expression of rock mass strength under the confining pressures such as formation, and provide the figure parameters form of sillar and structural plane in general expression；By etc. under confining pressures the general expression of rock mass strength determine rock mass weak ring compression strength and rock mass mean compressive strength.The present invention has fully considered that rock mass discontinuity and continuous rock part codetermine the determinant of rock mass strength, and more reliable data parameter can be provided for engineering design, large-scale in-situ test workload and investment is greatly decreased, the significant period for shortening prospecting engineering early period.
Description
Technical field:
The present invention relates to geotechnical engineering fields, and in particular to a kind of rock mass compression strength determines method.
Background technique:
It during the practice of construction of geotechnical engineering, needs to carry out analytical calculation to the intensity of rock mass, wherein just including rock
The Compressive Strength Analysis of body, due to the presence of structural plane in rock mass, the intensity of rock mass is common by structural plane and continuous rock part
It determines.The current typical value frequently with the mean value of sillar uniaxial compressive strength test data as rock mass strength in engineering, this
The reliability of kind obtaining value method is frequently subjected to query.On the one hand due to the presence of structural plane in rock mass, so that people have to pair
Rock mass strength parameter carries out Weakening treatment；On the other hand for the sake of conservative, people are also unwilling intensive parameter value is higher
And it takes risks.Therefore, it is averaged obtaining value method to the determination of compression strength there have been the small value of test data in the prior art, or
Person is given up using high level as exceptional value, then takes the average value of test data.
The value of rock mass strength is determined, it should which there are a more scientific methods, such as: according to point of test data
Cloth function progress value is more appropriate, carries out Weakening treatment further according to factors such as rock mass structures after value.
Rock mass compression strength disclosed in this invention determines that method is to be based on rock mass structure parametric statistics, and fully consider
Rock mass discontinuity and continuous rock part codetermine rock mass strength, the rock mass compression strength general type under confining pressures such as establish, with
The mean compressive strength and weak ring compression strength that rock mass is discussed based on this, provide more reliable data parameter for engineering design,
In view of this, this case is given birth to therefrom.
Summary of the invention:
The present invention discloses that a kind of more scientific, data are reliable, can objectively respond the determination method of rock mass compression strength, is
Engineering design provides reliable data supporting.
In order to achieve the above-mentioned object of the invention, the technical scheme adopted by the invention is as follows:
A kind of rock mass compression strength determines that method, content include: based on sillar intensity continuous in mole-coulomb strength theory
Principal stress expression formula the direct stress and shear stress of any direction structural plane group under the conditions of confining pressures such as obtains, according to the library of structural plane
Human relations shearing strength obtains the remaining shear stress on structural plane；The Strength Criterion expression formula of structural plane group is established for compression rock mass,
The coefficient of the Strength Criterion expression formula of structural plane group and sillar intensity principal stress expression formula is unified, and rock mass is strong under the confining pressures such as formation
The general expression of degree, and provide the figure parameters form of sillar and structural plane in general expression；By etc. rock mass under confining pressures
The general expression of intensity determines the mean compressive strength of weak the ring compression strength and rock mass of rock mass.
The direct stress and shear stress preparation method of any direction structural plane group are as follows under the conditions of the confining pressures such as described: mole-library
Continuous sillar intensity principal stress expression formula in human relations strength theory are as follows:
σ in formula (1)1Indicate direct stress of the rock element by vertical direction, σ3Indicate rock element by horizontal direction
Direct stress, σcIndicate that sillar uniaxial compressive strength, θ indicate that the angle of structural plane normal and x-axis, φ indicate structural plane angle of friction；
According to stress projection relation, direct stress σ and shear stress t under the confining pressures such as available structural plane group are respectively as follows:
T=(σ1-σ3)n1n3 (3)
N in formula (2), (3)1And n3For the normal vector of structural plane, wherein n1=-cos α sin β, n3=cos β, α are
Structural plane occurrence tendency, β are structural plane occurrence inclination angle.
Remaining shear stress preparation method on the structural plane is as follows: coulomb shearing strength of the structural plane when being pressurized closure
S are as follows:
S=c+f σ (4)
C is structural plane cohesive strength in formula (4), and f=tan φ is structural plane coefficient of friction；
Formula (2) substitution formula (4) can be obtained:
Remaining part is known as remaining shear stress τ after shear stress overcomes shearing strength, can obtain:
The Strength Criterion expression formula method for building up of the compression rock mass discontinuity group is as follows:
According to Theory of Fracture Mechanics, single structure face failure criteria can getKICIt is disconnected
Split Toughness Factor, k is the coefficient for reflecting structural plane closed condition, and k takes 1 when structural plane opens, and when closure takes 0；Wherein,ν is Poisson's ratio；
For compression rock mass, k takes 0, and the Strength Criterion of structural plane group can be written as in formula (6):
A in formula (7)mFor structural plane maximum radius, formula (7) can also be written as:
The general expression of rock mass strength is formed as follows under the confining pressures such as described: the coefficient of formula (1) and formula (8) is unified
It is indicated with identical parameters, the general expression of rock mass strength under confining pressures such as can obtain are as follows:
σ1i=Tiσ3+Ri (9)
Wherein, RiFor i-th group of uniaxial compressive strength, TiFor i-th group of coefficient,
By n1=cos δ, n3=sin δ,It is as follows that substitution formula (9) can obtain each coefficient:
δ is structural plane normal and σ in above formula1Angle, be sillar when subscript i=0, i=1,2,3.....m be structural plane
Group number.
The weak ring compression strength σ of the rock mass1minValue are as follows:
σ1min=min [Tiσ3+Ri], i=0,1,2,3..., m (12)
The weak ring uniaxial compressive strength R of rock massminR in modus ponens (10)0With each group structural plane R in formula (11)iMinimum value,
That is:
The mean compressive strength obtaining value method of the rock mass are as follows:
The mean compressive strength of rock mass is between the uniaxial compressive strength of sillar and the weak ring intensity of rock element, to public affairs
Formula (9) summation, can obtain:
In view of having sillar unit and m group structural plane, the mean compressive strength of rock massIt is writeable are as follows:
Coefficient in formula (15)With the average uniaxial compressive strength of rock massAre as follows:
It is theoretical that the present invention is based on rock mass structure parametric statistics, has fully considered that rock mass discontinuity and continuous rock part are common
The determinant for determining rock mass strength, the general type of rock mass compression strength under confining pressures such as establishes, and discusses based on this
The mean compressive strength of rock mass and weak ring compression strength, provide more reliable data parameter for engineering design, can be greatly decreased
Large-scale in-situ test workload and investment, and can significantly shorten engineering early period prospecting period, thus generate huge engineering with
Economic benefit.
The present invention is further elaborated below by way of the drawings and specific embodiments.
Detailed description of the invention:
Fig. 1 such as is at the rock element force diagram under the conditions of confining pressures；
Fig. 2 is that δ is greater than the rock mass compression strength curve graph in the case of φ in embodiment；
Fig. 3 is that δ is close to or smaller than the rock mass compression strength curve graph in the case of φ in embodiment.
Specific embodiment:
The present invention relates to the strength theory fields of crack rock, based on weak-link theory, establish sillar and structure veil
The failure criteria of network discusses how the compression strength parameter of rock mass determines with this.Frequently with sillar uniaxial compressive in existing engineering
Typical value of the mean value of strength test data as rock mass strength, data that this method of determination obtains are simultaneously unreliable, in order to obtain
It obtaining reliable supplemental characteristic and serves the engineering design in reality, the present invention considers the compression strength of sillar under the conditions of three axis,
And the compression strength of structural plane group, and analyze mean compressive strength (sillar and each structure in rock element of rock element
The average value of face group compression strength) and rock mass weak ring compression strength (if taking the minimum compression strength of sillar and each group structural plane
It is exactly the weak ring compression strength of rock mass as rock element intensity).Technical term given by the present invention defers to geotechnical engineering neck
The usual technical term form of presentation in domain, has been provided with certain professional knowledge background, this Shen for those skilled in the art
Please not to existing theoretical expansion explanation.Identical parameters symbol in the separate equations given by the present invention indicates identical and contains
Justice, the present embodiment are only illustrated in place of parameter occurs for the first time.
The present embodiment discloses a kind of rock mass compression strength and determines that method, content are summarized as follows: based on mole-coulomb intensity
Continuous sillar intensity principal stress expression formula in theory obtains etc. under the conditions of confining pressures the direct stress of any direction structural plane group and cuts and answers
Power obtains the remaining shear stress on structural plane according to the coulomb shearing strength of structural plane；Structural plane group is established for compression rock mass
Strength Criterion expression formula, the coefficient of the Strength Criterion expression formula of structural plane group and sillar intensity principal stress expression formula is unified,
The general expression of rock mass strength under the confining pressures such as formation, and provide the figure parameters shape of sillar and structural plane in general expression
Formula；By etc. under confining pressures the general expression of rock mass strength determine rock mass weak ring compression strength and rock mass Mean Crush it is strong
Degree.Explanation is developed in details below in conjunction with attached drawing.
Under the conditions of the confining pressures such as the rock element that we investigate includes sillar and structural plane, and Fig. 1 is illustrated rock element by
Power situation, failure criteria and failure probability based on weak-link theory and rock element are studied, mole-coulomb intensity known to us
Continuous sillar intensity principal stress expression formula in theory are as follows:
σ in formula (1)1Indicate direct stress of the rock element by vertical direction, σ3Indicate rock element by horizontal direction
Direct stress, σcIndicate that sillar uniaxial compressive strength, θ indicate that the angle of structural plane normal and x-axis, φ indicate structural plane angle of friction.
In view of σ in Fig. 12=σ3Etc. confining pressures the case where, enable δ be structural plane normal and σ1Angle can be obtained according to stress projection relation
To the direct stress σ and shear stress t of any direction structure face group:
T=(σ1-σ3)n1n3 (3)
N in formula (2), (3)1And n3For the normal vector of structural plane, wherein n1=-cos α sin β, n3=cos β, α are
Structural plane occurrence tendency, β are structural plane occurrence inclination angle.
Coulomb shearing strength s of the structural plane when being pressurized closure are as follows:
S=c+f σ (4)
C is structural plane cohesive strength in formula (4), and f=tan φ is structural plane coefficient of friction；
Formula (2) substitution formula (4) can be obtained:
Remaining part is known as remaining shear stress τ after shear stress overcomes shearing strength, can obtain:
It is pressurized and is closed for structural plane, the coefficient k value of reflection structural plane closed condition is 0, structural plane group in formula (6)
Strength Criterion expression formula it is as follows:
A in formula (7)mFor structural plane maximum radius, formula (7) can also be written as:
According to Theory of Fracture Mechanics, single structure face failure criteria can getKICIt is disconnected
Split Toughness Factor, k is the coefficient for reflecting structural plane closed condition, and k takes 1 when structural plane opens, and when closure takes 0；Wherein,ν is Poisson's ratio.
It is indicated with identical parameters by the coefficient of formula (1) and formula (8) is unified, the general of rock mass strength under confining pressures such as can obtain
Expression formula are as follows:
σ1i=Tiσ3+Ri (9)
Wherein, RiFor i-th group of uniaxial compressive strength, TiFor i-th group of coefficient,
By n1=cos δ, n3=sin δ,It is as follows that substitution formula (9) can obtain each coefficient:
δ is structural plane normal and σ in above formula1Angle, be sillar when subscript i=0, i=1,2,3.....m be structural plane
Group number.
It should be noted that for formula (10) and (11):
1. as δ < φ, structural plane can not be slided, will be ineffective by " locking ", the T in formula (11)iUnintentionally
Justice, rock mass strength are equal to sillar intensity, and formula (9) regression equation (1).
2. when-φ=0 δ or π, orWhen, there is singular point in formula (11), and numerical value reaches infinitary value, considers it
The continuity of physical significance should be done and omit these angles.
In general, the compression strength of rock mass is closer to its weak ring compression strength, therefore the weak ring compression strength of rock mass
σ1minValue are as follows:
σ1min=min [Tiσ3+Ri], i=0,1,2,3..., m (12)
The weak ring uniaxial compressive strength R of rock massminR in modus ponens (10)0With each group structural plane R in formula (11)iMinimum value,
That is:
The mean compressive strength of rock mass is a virtual intensity, its numerical value be typically in the range of the uniaxial compressive strength of sillar with
Between the weak ring intensity of rock element, sums, can obtain to formula (9):
In view of having sillar unit and m group structural plane, the mean compressive strength of rock massIt is writeable are as follows:
Coefficient in formula (15)With the average uniaxial compressive strength of rock massAre as follows:
It is influenced since the stress locking of structural plane has rock mass strength, in order to intuitively show resistance to compression disclosed in this invention
The conclusion that strength determining method is obtained with existing theory is verified, and the pressure resistance that one group of structural plane rock mass is presented below is write music
Line (Fig. 2 and Fig. 3) is shown.Specific embodiment rock mass compression strength is provided first and calculates the master data needed, such as table 1
It is shown:
1 rock mass compression strength of table calculates master data
δ is structural plane normal and σ in upper table1Angle, φjFor jth group angle of friction, amFor maximum radius, ν be Poisson's ratio,
K1cIt is compression strength for the fracture toughness factor, c, φ is angle of friction.
According to the above-mentioned method of determination provided of the parameter the present embodiment provided in table 1, available δ >=30 ° (Fig. 2) and
The rock mass compression strength curve that δ≤26 ° (Fig. 3) are shown, give in two width figures sillar uniaxial compressive strength (curve 1),
(curve 3 is that the rock mass discontinuity group that the weak ring compression strength of each structural plane is constituted is weak to the weak ring compression strength determined by structural plane
Change intensity curve) and mean compressive strength (curve 2) situation of change.From Figure 2 it can be seen that for δ > φjWhen, by structural plane
The weak ring intensity and mean intensity determined is generally less than sillar intensity.As seen from Figure 3, as δ and φjWhen close, due to confining pressure
Increase and structural plane locks, so that the weak ring intensity of rock element and mean intensity level off to sillar intensity；And work as δ < φj
When, the weak ring intensity and mean intensity of rock mass will be consistent with sillar intensity.The variation that Fig. 2 and Fig. 3 are shown, with existing reason
Derivation result in is consistent, and illustrates that the determination method of above-mentioned rock mass compression strength given by the present invention is practical
, reliable and accurate project data parameter can be obtained, is serviced to instruct actual engineering design.
The above examples are only used to illustrate the technical scheme of the present invention and are not limiting, those of ordinary skill in the art are to this hair
Other modifications or equivalent replacement that bright technical solution is made, as long as it does not depart from the spirit and scope of the technical scheme of the present invention,
It should all cover within the scope of the claims of the present invention.
Claims (7)
1. a kind of rock mass compression strength determines method, it is characterised in that: based on sillar intensity continuous in mole-coulomb strength theory
Principal stress expression formula the direct stress and shear stress of any direction structural plane group under the conditions of confining pressures such as obtains, according to the library of structural plane
Human relations shearing strength obtains the remaining shear stress on structural plane；The Strength Criterion expression formula of structural plane group is established for compression rock mass,
The coefficient of the Strength Criterion expression formula of structural plane group and sillar intensity principal stress expression formula is unified, and rock mass is strong under the confining pressures such as formation
The general expression of degree, and provide the figure parameters form of sillar and structural plane in general expression；By etc. rock mass under confining pressures
The general expression of intensity determines the mean compressive strength of weak the ring compression strength and rock mass of rock mass.
2. a kind of rock mass compression strength according to claim 1 determines method, it is characterised in that: under the conditions of the confining pressures such as described
The direct stress and shear stress preparation method of any direction structural plane group are as follows: continuous sillar intensity in mole-coulomb strength theory
Principal stress expression formula are as follows:
σ in formula (1)1Indicate direct stress of the rock element by vertical direction, σ3Indicate that rock element is just answered by horizontal direction
Power, σcIndicate that sillar uniaxial compressive strength, θ indicate that the angle of structural plane normal and x-axis, φ indicate structural plane angle of friction；
According to stress projection relation, direct stress σ and shear stress t under the confining pressures such as available structural plane group are respectively as follows:
T=(σ1-σ3)n1n3 (3)
N in formula (2), (3)1And n3For the normal vector of structural plane, wherein n1=-cos α sin β, n3=cos β, α are structure
Face occurrence tendency, β are structural plane occurrence inclination angle.
3. a kind of rock mass compression strength according to claim 2 determines method, it is characterised in that: surplus on the structural plane
Complementary shearing stress preparation method is as follows: coulomb shearing strength s of the structural plane when being pressurized closure are as follows:
S=c+f σ (4)
C is structural plane cohesive strength in formula (4), and f=tan φ is structural plane coefficient of friction；
Formula (2) substitution formula (4) can be obtained:
Remaining part is known as remaining shear stress τ after shear stress overcomes shearing strength, can obtain:
4. a kind of rock mass compression strength according to claim 3 determines method, it is characterised in that: the compression rock mass structure
The Strength Criterion expression formula method for building up of face group is as follows:
According to Theory of Fracture Mechanics, single structure face failure criteria can getKICIt is tough to be broken
The factor is spent, k be the coefficient for reflecting structural plane closed condition, and k takes 1 when structural plane opening, and when closure takes 0；Wherein,ν is Poisson's ratio；
For compression rock mass, k takes 0, and the Strength Criterion of structural plane group can be written as in formula (6):
A in formula (7)mFor structural plane maximum radius, formula (7) can also be written as:
5. a kind of rock mass compression strength according to claim 4 determines method, it is characterised in that: rock mass under the confining pressures such as described
The general expression of intensity forms as follows: is indicated with identical parameters by the coefficient of formula (1) and formula (8) is unified, can obtain etc. and to enclose
Depress the general expression of rock mass strength are as follows:
σ1i=Tiσ3+Ri (9)
Wherein, RiFor i-th group of uniaxial compressive strength, TiFor i-th group of coefficient,
By n1=cos δ, n3=sin δ,It is as follows that substitution formula (9) can obtain each coefficient:
δ is structural plane normal and σ in above formula1Angle, be sillar when subscript i=0, i=1,2,3.....m be structural plane group number.
6. a kind of rock mass compression strength according to claim 5 determines method, it is characterised in that: the weak ring of the rock mass is anti-
Compressive Strength σ1minValue are as follows:
σ1min=min [Tiσ3+Ri], i=0,1,2,3..., m (12)
The weak ring uniaxial compressive strength R of rock massminR in modus ponens (10)0With each group structural plane R in formula (11)iMinimum value, it may be assumed that
7. a kind of rock mass compression strength according to claim 5 determines method, it is characterised in that: the average of the rock mass resists
Compressive Strength obtaining value method are as follows:
The mean compressive strength of rock mass is between the uniaxial compressive strength of sillar and the weak ring intensity of rock element, to formula
(9) it sums, can obtain:
In view of having sillar unit and m group structural plane, the mean compressive strength of rock massIt is writeable are as follows:
Coefficient in formula (15)With the average uniaxial compressive strength of rock massAre as follows:
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112945772A (en) * | 2021-02-01 | 2021-06-11 | 中国电建集团成都勘测设计研究院有限公司 | Engineering rock body mechanical property analysis method under water rock circulation |
| CN116337627A (en) * | 2023-05-30 | 2023-06-27 | 北京科技大学 | Determination method for real strength of rock by considering sealing stress |
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2019
- 2019-08-12 CN CN201910738411.3A patent/CN110487632A/en not_active Withdrawn
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112945772A (en) * | 2021-02-01 | 2021-06-11 | 中国电建集团成都勘测设计研究院有限公司 | Engineering rock body mechanical property analysis method under water rock circulation |
| CN112945772B (en) * | 2021-02-01 | 2024-03-19 | 中国电建集团成都勘测设计研究院有限公司 | Method for analyzing mechanical properties of engineering rock mass under water-rock circulation |
| CN116337627A (en) * | 2023-05-30 | 2023-06-27 | 北京科技大学 | Determination method for real strength of rock by considering sealing stress |
| CN116337627B (en) * | 2023-05-30 | 2023-08-11 | 北京科技大学 | Determination method for real strength of rock by considering sealing stress |
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Application publication date: 20191122 |