CN109145356A - Determine the method that Rock Tunnel excavates fracture area range - Google Patents
Determine the method that Rock Tunnel excavates fracture area range Download PDFInfo
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Abstract
The invention discloses a kind of methods that determining Rock Tunnel excavates fracture area range, for isotropism rock mass, based on Wall Rock of Tunnel fracture area unloading fracture feature, establish the method that fracture area and plastic zone interface stress state in country rock disturbance circle are determined by unloading test in country rock rock sample difference pressure indoor, rock crusher area rock mass unloading fracture conditional curve is obtained, and establishes the calculation method for calculating fracture area radius using top and bottom process.The present invention reflects the process of tunnel surrounding loosening, and country rock stiffened region is distinguished with broken, and concept is more clear, and calculated result is reliable, designs for tunnel support and displacement calculates and provides new foundation.
Description
Technical field
The present invention relates to Rock Tunnels to excavate area determination method, and in particular to a kind of determining Rock Tunnel excavation fracture area
The method of range.
Background technique
The circular tunnel excavated in unlimited isotropism rock mass, whole region is initial there are one before tunnel excavation
Stress field, for weak-fracture zone tunnel, it is generally recognized that country rock is divided into three representative regions: elastic region, plastic zone after excavation
The fracture area and.Stress-strain diagram is unloaded in conjunction with country rock, in conjunction with the theory of Fenner formula, it is assumed that the country rock body strain of plastic region
It is 0, although producing plastic deformation total volume strain facies, for initial value, there is no increase.Country rock unloads ess-strain
Curve is that the ultimate strength under a certain confining pressure corresponds on the boundary of fracture area a bit, and the country rock of fracture area is led to due to the extension of crackle
Apparent dilatation effect is often shown as, but there is presently no the methods for determining fracture area range, calculate to Design of Reinforcement and displacement
Bring difficulty.
Summary of the invention
Goal of the invention: the object of the present invention is to provide a kind of methods that determining Rock Tunnel excavates fracture area range, solve
There is presently no the methods for determining fracture area range, calculate to Design of Reinforcement and displacement and bring difficult problem.
Technical solution: the method that determining Rock Tunnel of the present invention excavates fracture area range, comprising the following steps:
(1) according to actual measurement initial field stress, using theory of elastic mechanics solution or elastic finite, estimate that wall maximum in hole is cut
To stress σtmax, to country rock rock sample do the unloading fracture under different confining pressures test, obtain the unloading curve under different confining pressures, song
Line obtains fracture area calculation basis curve after carrying out nondimensionalization processing；
(2) the bent height of the vertical A that step (1) obtains is corresponded to the stress shape in rock crusher area Yu plastic zone boundary point
State, curve steadily after at the hole minimum point B wall rock unloading fracture residual strength stress state, then by the curve etc. between AB
It is divided into n-layer, corresponding rock crusher area is also divided into n-layer；
(3) according to along on cell cube radial axle institute effectively the sum of be zero equilibrium condition obtain:
The thickness of fracture area n-th layer is obtained after above formula is simplified:
Wherein, b is hole wall radius, hnFor the thickness of n-th layer, σrnFor n-th layer upper bound radial stress, σrn+1It is n-th
Layer lower limits radial stress, σθnFor n-th layer upper bound tangential stress, σθn+1For n-th layer lower limits tangential stress；
(4) it can be obtained according to same equilibrium condition: at i-th layer, thickness as i < n:
Wherein b is hole wall radius, hiFor i-th layer of thickness, σriFor i-th layer of upper bound radial stress, σri+1It is i-th layer
Lower limits radial stress, σθiFor i-th layer of upper bound tangential stress, σθi+1For i-th layer of lower limits tangential stress；
(5) radius of fracture area can be obtained by each thickness degree being added up according to step (3) and (4):
Wherein, maximum axis is pressed in when not surveying initial field stress and takes 2 γ H in the step (1), and wherein γ is to pass through examination
The severe for the rock that test obtains, H are edpth of tunnel.N is more than or equal to 10 in the step (2).The σtmaxLess than rock mass without side
Fracture area radius is 0 when limiting compression strength.
The utility model has the advantages that the present invention determines that interior fracture area is enclosed in country rock disturbance using unloading test in country rock rock sample difference pressure indoor
With the method for plastic zone interface stress state, rock crusher area rock mass unloading fracture conditional curve is obtained, and uses top and bottom process
It establishes and calculates fracture area radius, reflect the process of tunnel surrounding loosening, country rock stiffened region and destruction are distinguished, concept is more
Clear, calculated result is reliable, and calculating is designed and be displaced for tunnel support and provides new foundation.
Detailed description of the invention
Fig. 1 is circular shape tunnel shoulder effect area distribution schematic diagram；
Fig. 2 is country rock unloading stress-strain diagram；
Fig. 3 is uninstall process curve under different confining pressures；
Fig. 4 is that fracture area is layered regular schematic diagram；
Fig. 5 is fracture area n-th layer stress analysis schematic diagram；
Fig. 6 is the rock unloading load-deformation curve of actual measurement；
Fig. 7 is plasticity fracture area deviatoric stress-strain curve figure of actual measurement；
Fig. 8 is the stress analysis schematic diagram of the 30th layer of fracture area；
Fig. 9 is the fracture area radius of actual measurement with supporting power change curve.
Specific embodiment
The present invention will be further described with reference to the accompanying drawing.
As shown in Figure 1, it is generally recognized that country rock is divided into three representative regions: elastic region, plastic zone and fracture area after excavation.Knot
Rock unloading stress-strain curve diagram 2 is surrounded, AB corresponds to the plastic stage, therefore in Fig. 2 in A point corresponding diagram 1 one on elastic-plastic boundary
Point F.According to the theory of Fenner formula, it is assumed that the country rock body strain of plastic region is 0, although it is total to produce plastic deformation
Relative to initial value, there is no increase for bulk strain.B point is the ultimate strength under a certain confining pressure, B point corresponding diagram 1 in Fig. 2 in Fig. 2
A point G on middle fracture area boundary.According to actual measurement initial field stress, using theory of elastic mechanics solution or elastic finite, estimation
Hole wall maximum tangential stress σtmax, when not surveying initial field stress, rule of thumb most of deep tunnel, horizontal direction and vertical
It is approximately equal to primary stress field and all be p0When=γ H, according to theory of elastic mechanics, after circular shape tunnel excavates, hole week is cut
To stress σθThat is σtmaxIncreasing becomes 2 γ H, and radial pressure σrRadially opposite direction gradually becomes smaller, and G point reaches fracture area in Fig. 1
Critical value corresponds to B point in unloading curve Fig. 2, and the rock mass in this position reaches unloading peak strength.In fracture area, radially
Opposite direction, radial pressure continue to be gradually reduced, and 0 are reduced at the wall of hole, rock mass is in unloading fracture softening stress-displacement stage, therefore destruction area
Interior rock original state is that each surrouding rock stress state in the radially path of homogeneous can unload surrounding rock failure process with indoor rock sample
Description.
Assuming that fracture area range is smaller with respect to buried depth, the tangential stress of G point is close to maximum value σ in fracture area boundary graph 1θ=
2 γ H, wherein γ is the severe by testing the rock measured, and H is edpth of tunnel.Radially opposite direction is due to radial stress
Reduce, the continuous unloading fracture of rock sample, each point is corresponding with each dotted state in the radial path of fracture area on unloading fracture curve, therefore
It can establish Experimental Method in Laboratory and determine rock crusher area boundary point stress state, the specific method is as follows:
According to actual measurement initial field stress, using theory of elastic mechanics solution or elastic finite, estimate that hole wall is maximum tangential
Stress σtmax, it is broken that the unloading under the different confining pressures of M group (maximum confining pressure should be not less than initial level crustal stress) is done for country rock rock sample
Bad test, test method refer to " physical-mechanical properties of rock testing regulations " DZ/T 0276.21-2015, apply first to rock sample
Then confining pressure applies 1 times, 1.5 times can be taken when rock sample is less, carries out axial compressive force increase after the axial compressive force of initial field stress
While carry out the unloading fracture test (unloading identical with loading speed) of confining pressure unloading, respectively obtain M group and unload peak stress
State is as shown in figure 3, maximum axis pressure value, maximum axis crimp nearly σ under i.e. different confining pressurestmaxCurve as the rock crusher area
Boundary limit stress state, maximum axis, which is pressed in when not surveying initial field stress, takes 2 γ H, and wherein γ is measured by test
The severe of rock, H are the song that edpth of tunnel is calculated according to the unloading curve that this group of rock sample obtains as fracture area layerwise summation method
Line.For convenience of calculation, which is done nondimensionalization processing such as Fig. 4.Wherein work as σtmaxIt is less than
Fracture area radius is 0 when rock mass unconfined compressive strength.
σ in deviatoric stress strain curve1And σ3Respectively correspond the σ in fracture areaθAnd σr, Fig. 4 right side graph maximum point A is
For the stress state in rock crusher area and plastic zone boundary point, point B is the residual strength stress shape of rock unloading fracture at the wall of hole
State, therefore the thought of layerwise summation method is as follows: AB is divided into n-layer and corresponds to fracture area n-layer, i-th layer of thickness in fracture area
For hiIf n is enough big, i-th layer of rock convergence measure state be can be approximated to be uniformly, and the mechanics parameters such as Dilatancy strain are
Constant.The preferred number of plies is divided into 10 layers or more, i.e. n >=10 when using layered method.
Therefore, in n-th layer such as Fig. 5, according to equilibrium condition, the sum of strong along the institute on cell cube radial axle is zero,
That is Σ Fr=0, it obtains:
The thickness of n-th layer can be obtained by abbreviation
Wherein b is hole wall radius, hnFor the thickness of n-th layer, σrnFor n-th layer upper bound radial stress, σrn+1For n-th layer
Lower limits radial stress, σθnFor n-th layer upper bound tangential stress, σθn+1For n-th layer lower limits tangential stress and tangentially
The trapezoidal distribution of stress distribution.σ in Fig. 43 0For initial confining pressure.
For (n-1)th layer (n-1)th layer of thickness equally can be obtained with equilibrium condition:
Wherein b is hole wall radius, hnFor the thickness of n-th layer, hn-1For the (n-1)th thickness degree, σrn-1For (n-1)th layer of upper bound
Radial stress, σrnFor (n-1)th layer of lower limits radial stress, σθn-1For (n-1)th layer of upper bound tangential stress, σθnIt is (n-1)th
Layer lower limits tangential stress and the trapezoidal distribution of tangential stress distribution.
At i-th layer (as i < n)
Wherein b is hole wall radius, hiFor i-th layer of thickness, σriFor i-th layer of upper bound radial stress, σri+1It is i-th layer
Lower limits radial stress, σθiFor i-th layer of upper bound tangential stress, σθi+1For i-th layer of lower limits tangential stress and tangentially
The trapezoidal distribution of stress distribution.Wherein σθi+1、σri+1、σθiAnd σriIt can be obtained on the trial curve of acquisition, every thickness degree is tired
Fracture area radius R can be obtained by addingc
When calculating tunnel excavation fracture area range using method of the invention, certain circular tunnel buried depth 1120m excavates radius
For 3.7m, 1 is shown in Table by rock physical and mechanic parameter acquired by rock unloader test.
1 rock physical and mechanic parameter of table
Due to edpth of tunnel 1160m, it is crushed borderline σθ=58MPa passes through the rock unloader test under different confining pressures
Stress-strain diagram, the method for the determination fracture area range proposed according to the present invention, confining pressure be 10MPa when (σ3 0=
The corresponding dilatation of unloader test curve 10Mpa) destroys starting maximum principal stress closest to 58MPa, therefore the curve is as broken
The unloading fracture conditional curve of broken area's rock mass, such as Fig. 6.Layered method is carried out in plasticity fracture area, therefore intercepts dilatation starting
When the stress state of fracture area and plastic zone interface (corresponding) deviatoric stress strain curve Fig. 7, layered approach: assuming that non-support
When stress pi, curve obtained is respectively corresponded into 30 layers of fracture area different-thickness in 30 layers of longitudinal axis etc. point in this example.
It is calculated since the 30th layer, the 30th layer of measured curve of coboundary and the corresponding σ of lower boundary is taken in Fig. 71
And σ3Value, the 30th layer of coboundary of the fracture area in Fig. 7 in the 30th layer of coboundary corresponding diagram 8, in Fig. 7 under the 30th layer
Lower boundary in boundary corresponding diagram 8.And σ1And σ3Correspond respectively to σθAnd σr.Each layer of value in this way, the 30th layer
Thickness calculated with formula (2) n=30, other layers of thickness of fracture area is calculated with formula (4), by every thickness degree carry out it is cumulative i.e.
Fracture area coverage can be obtained, and then obtain fracture area radius.
When support earth pressure pi is not equal to 0, σ is found in Fig. 73=pi is more corresponding, is layered more than the point
Trivial range computation is carried out brokenly with same method.There was only one with the not stratified processing in fracture area for 30 layers of fracture area layered shaping point
The obtained fracture area radius of layer compares, and then obtains the radius of fracture area layered shaping and not stratified processing with supporting power
Change curve, as shown in Figure 9, it can be seen that be layered fracture area radius calculated integrally than bigger than normal, the supporting of not stratified calculating
Stress pi is smaller, as a result differs bigger.With the increase of supporting power, i.e. pi increases, and fracture area radius exponentially decay by function, by
Decrescence small and tend to 0, i.e., when pi is very big, fracture area will disappear, only elasto-plastic range (elasto-plastic region) in country rock.
The stress state of fracture area and plastic zone boundary is determined by rock mass materials strength characteristics in the present invention, with supporting pressure
Itself is unrelated, as long as therefore fracture area exist, then the stress state on plastic zone boundary secures, when with supporting power piIncrease
Greatly, fracture area radius will be progressively smaller until disappearance, i.e., when supporting power is very big, fracture area will not occur in country rock.If therefore
Rock-mass quality is fine, and fracture area may also be not present after excavation.This method reflection rule tallies with the actual situation, and compensates for current reality
Border engineering can not determine the defect of fracture area range by laboratory test.
Claims (4)
1. a kind of method that determining Rock Tunnel excavates fracture area range, which comprises the following steps:
(1) it according to actual measurement initial field stress, using theory of elastic mechanics solution or elastic finite, estimates that hole wall is maximum and tangentially answers
Power σtmax, the test of the unloading fracture under different confining pressures is done to country rock rock sample, the unloading curve under different confining pressures is obtained, by maximum axis
Crimp nearly σtmaxCurve carry out nondimensionalization processing after fracture area calculation basis curve；
(2) the bent height of the vertical A that step (1) obtains is corresponded to the stress state in rock crusher area Yu plastic zone boundary point, it is bent
Line steadily after at the hole minimum point B wall rock unloading fracture residual strength stress state, the curve between AB is then divided into n
Layer, corresponding rock crusher area is also divided into n-layer；
(3) according to along on cell cube radial axle institute effectively the sum of be zero equilibrium condition obtain:
The thickness of fracture area n-th layer is obtained after above formula is simplified:
Wherein, b is hole wall radius, hnFor the thickness of n-th layer, σrnFor n-th layer upper bound radial stress, σrn+1For n-th layer lower part
Boundary radial stress, σθnFor n-th layer upper bound tangential stress, σθn+1For n-th layer lower limits tangential stress；
(4) it can be obtained according to same equilibrium condition: at i-th layer, thickness as i < n:
Wherein b is hole wall radius, hiFor i-th layer of thickness, σriFor i-th layer of upper bound radial stress, σri+1For i-th layer of lower part
Boundary radial stress, σθiFor i-th layer of upper bound tangential stress, σθi+1For i-th layer of lower limits tangential stress；
(5) radius of fracture area can be obtained by each thickness degree being added up according to step (3) and (4):
2. the method for determining tunnel excavation fracture area range according to claim 1, which is characterized in that the step (1)
Middle maximum axis, which is pressed in when not surveying initial field stress, takes 2 γ H, and wherein γ is the severe by testing the rock measured, and H is tunnel
Road buried depth.
3. the method for determining tunnel excavation fracture area range according to claim 1, which is characterized in that the step (2)
Middle n is more than or equal to 10.
4. the method for determining tunnel excavation fracture area range according to claim 1, which is characterized in that the σtmaxIt is less than
Fracture area radius is 0 when rock mass unconfined compressive strength.
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| CN111400886A (en) * | 2020-03-05 | 2020-07-10 | 河海大学 | Displacement calculation method for enclosed pressure arch circular tunnel with unevenly distributed surrounding rock space |
| CN114233394A (en) * | 2021-11-26 | 2022-03-25 | 安徽理工大学 | Stoping roadway surrounding rock monitoring and supporting method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
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| CN111400886A (en) * | 2020-03-05 | 2020-07-10 | 河海大学 | Displacement calculation method for enclosed pressure arch circular tunnel with unevenly distributed surrounding rock space |
| CN114233394A (en) * | 2021-11-26 | 2022-03-25 | 安徽理工大学 | Stoping roadway surrounding rock monitoring and supporting method |
| CN114233394B (en) * | 2021-11-26 | 2023-10-31 | 安徽理工大学 | Surrounding rock monitoring and supporting method for stoping roadway |
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