CN109583116A - Underground engineering primary stress field dynamic playback method based on multi-source real measured data - Google Patents
Underground engineering primary stress field dynamic playback method based on multi-source real measured data Download PDFInfo
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Abstract
The underground engineering primary stress field dynamic playback method based on multi-source real measured data that the invention discloses a kind of, specifically includes the underground hard rock engineering primary stress field dynamic playback method based on multi-source real measured data and the underground soft rock engineering primary stress field dynamic playback method based on multi-source real measured data.The present invention carries out inverting, available INVERSION OF STRESS FIELD result more accurate than conventional inversion method to primary stress field as master control index using different field measurement data for the tunnel of different lithology.Drilling that is larger in zoning and measuring crustal stress in situ it is less even without detecting earth stress in situ when, the advantage of this method can be played well.
Description
Technical field
The present invention relates to underground engineering technical fields, and in particular at the beginning of a kind of underground engineering based on multi-source real measured data
Beginning stress field dynamic playback method.
Background technique
Tunnel is mainly designed and constructs using NATM as theory at present, in order to safely and efficiently construct, needs pair
Tunnel carries out necessary monitoring and measurement, such as the displacement information of section.It is usually also that hole wall is secondary in great burying hard rock tunnel
Stress has a large amount of field measurement information in construction as main test item.Limit of the great burying tunnel by topography and geomorphology
System, can not usually survey initial in-site stress field, and primary stress field is the main controlling for influencing long, big tunnel
Factor.Therefore, field measurement information how is efficiently used, inverting show that the important parameters index such as initial in-site stress field has pole
High researching value and Engineering Guidance meaning.
In underground engineering, because underground cavern excavation has broken original country rock crustal stress equilibrium relation, hole wall tangential stress
σθIt increased dramatically, radial stress σr(substantially zeroed) is drastically reduced, at this point, hole wall country rock is changed by original three-dimensional stress constraint
It is released for two-dimensional state of stress namely radial constraint.
Under this stress, when rock mass strength is higher, tunnel perimeter country rock be would be possible in elastic stage；
When rock mass strength is low, the possibility that cavern's peripheral rock enters plasticity even loosening state is larger.Therefore, for soft rock and firmly
For rock tunnel, because of the difference of peripheral rock stress, master when INVERSION OF STRESS FIELD analysis is carried out using field measurement information
Want Con trolling index also should difference.
It is the initial stress field for rock masses that is formed of principal element by rock mass self weight and tectonism, is ground after tunnel excavation
Study carefully the important foundation of rock mass mechanics attribute.And initial field stress can relatively accurately be obtained by crustal stress on-the-spot test in situ,
But most test not can be carried out because of factors such as place, funds, and the more difficult entire area Sui Zhi of reflection of test result is initially
The regularity of distribution of stress field, the initial in-site stress field that an inverting obtains is because few by stress data in situ, inverting region is big etc.
Often there is a certain error with on-site actual situations for factor influence, for this purpose, to obtain more accurate initial in-site stress field point
Cloth rule is needed the relevant informations such as displacement, the stress in foundation construction process, is initially answered with what an inverting obtained
Based on the field of force, certain calculating mode or mathematical theory is taken to carry out the back analysis of secondary earth stress field, still, at present
Quadratic inversion method both domestic and external, less in the drilling that measures crustal stress in situ and when zoning is larger, inverting is arrived
Stress field and on-site actual situations can have certain error.
Summary of the invention
For the above-mentioned deficiency of the prior art, a kind of the present invention provides refutation processes simpler, inversion result
The more accurate underground engineering primary stress field dynamic playback method based on multi-source real measured data.
To achieve the above object of the invention, the technical scheme adopted by the invention is as follows:
A kind of underground hard rock engineering primary stress field dynamic playback method based on multi-source real measured data is provided comprising
Following steps:
S1: the measured stress value of several positions, measured stress value packet in the construction time measurement hard rock engineering of underground engineering
Include tangential stress σy, axial stress σxAnd maximum principal stress；
S2: by the data of practical hard rock engineering, the numerical model of simulation hard rock engineering is established；
S3: plane strain assume on the basis of, using plane quadrilateral isoparametric elements to simulation hard rock engineering near
Country rock carries out elastic and plastic finite element analysis, the tangential stress σ being fittedY is calculated；
S4: primary stress boundary value σ is drafted according to the measured stress value of hard rock engineeringy1；
S5: compare the tangential stress σ of point consistent with on-the-spot test point position in simulation hard rock engineeringY is calculatedWith actual measurement
Tangential stress σy；If tangential stress σY is calculatedWith the tangential stress σ of actual measurementyDifference be greater than the set value, then primary stress boundary value
σy1Unreasonable, return step S4 drafts primary stress boundary value σ againy1；If tangential stress σY is calculatedWith tangential stress σyDifference
Less than setting value, then primary stress boundary value σy1Rationally；
S6: by reasonable primary stress boundary value σy1It is set as specified stress and as one group of operating condition；By specified stress generation
Enter in the numerical model in step S2, and repeat step S3, calculates new tangential stress value σY is calculated, and by operating condition group quantity
It accumulates once；
S7: when operating condition group quantity is less than the operating condition group of setting quantity, specified stress being overlapped by setting increment,
And return step S6；
S8: when operating condition group quantity is more than or equal to the operating condition group of setting quantity, tangential stress all in operating condition group is drawn
σY is calculatedWith the tangential stress σ of actual measurementyRelational graph, and compare；If the tangential stress σ of Inversion CalculationY is calculatedFigure line and reality
The tangential stress σ of surveyyFigure line there is no intersection point, then explanation there is no meet field engineering data operating condition；If Inversion Calculation
Tangential stress σY is calculatedFigure line and actual measurement tangential stress σyThere is intersection point, then the stress side under the operating condition nearest apart from this intersection point
Boundary's condition is primary stress field.
Further, step S1 the following steps are included:
S11: in selected Practical Project several rock mass it is complete, by the survey at the small rock mass of Influence of The Blasting Vibration as stress
Point is measured, and selected measurement point is cut flat with and polished；
S12: pasting strain gauge in measurement point, and connect strain gauge with static resistance instrument by half-bridge connection, reads
The initial strain value of strain gauge detection on static resistance instrument；
S13: the stress on strain gauge is released, and reads the releasing strain value after stress relieving；
S14: with the difference of initial strain value and releasing strain value, the measured stress value of hole wall is calculated.
Further, the strain gauge there are three direction is pasted in measurement point, three directions are respectively the horizontal direction X, hang down
Straight Y-direction and along 45 ° of the direction XY.
Further, the method for the stress on strain gauge is released in step S13 are as follows: use hand-held engineering drill, and to survey
The core that length is 50mm is drilled through centered on amount point.
Further, the data of practical hard rock engineering include skiagraph, cross-sectional view, rock body types, tunnel wall bullet
Property modulus, Poisson's ratio, bulk density, cohesive strength and internal friction angle.
A kind of underground soft rock engineering primary stress field dynamic playback method based on multi-source real measured data comprising following
Step:
A1: the measured stress value and hole Zhou Weiyi of Soft Rock Engineering, measured stress value are measured in the construction time of underground engineering
Including tangential stress σy *, axial stress σx *And maximum principal stress, hole Zhou Weiyi include Vault settlementAnd perimeter convergence
A2: by the data of practical Soft Rock Engineering, the numerical model of simulation Soft Rock Engineering is established；
A3: plane strain assume on the basis of, using plane quadrilateral isoparametric elements to simulation Soft Rock Engineering near
Country rock carries out elastic and plastic finite element analysis, the tangential stress σ being fittedy', perimeter convergence d1 calculatesWith Vault settlement d2 calculate；
A4: the Vault settlement surveyed according to Soft Rock EngineeringAnd perimeter convergenceDraft primary stress boundary value σy1′；
A5: compare the tangential stress σ of point consistent with on-the-spot test point position on simulation Soft Rock EngineeringY is calculated' and actual measurement
Tangential stress σy*；If tangential stress σY is calculated' tangential stress the σ with actual measurementy* difference is greater than the set value, then primary stress boundary
Value σy1' unreasonable, return step A4 drafts primary stress boundary value σ againy1′；If tangential stress σY is calculated' tangential with actual measurement
Stress σy* difference is less than setting value, then primary stress boundary value σy1' rationally, and by reasonable primary stress boundary value σy1′
It is set as specified stress；
A6: using specified stress and the corresponding lateral pressure coefficient λ of specified stress as one group of operating condition, and by the operating condition generation
Enter in the numerical model of Soft Rock Engineering, repeats step A3, calculate new tangential stress σY is calculated', perimeter convergence d1 calculatesWith vault
Settle d2 calculate；
A7: specified stress and the corresponding lateral pressure coefficient λ of specified stress are overlapped by the increment of setting, and
The superposition of operating condition group quantity is primary；
A8: repeating step A6, A7, until operating condition group of the operating condition group quantity more than or equal to setting quantity, and draws up present count
The operating condition group of amount；
A9: perimeter convergence d all in operating condition group is drawn1 calculatesWith the perimeter convergence of actual measurementVault settlement d2 calculateWith reality
The Vault settlement of surveyRelational graph, and relational graph is compared；If perimeter convergence d1 calculatesImage and actual measurement periphery receive
It holds backImage, Vault settlement d2 calculateImage with and survey Vault settlementImage there is no intersection point, illustrate not meet
The operating condition of the data of live Soft Rock Engineering；If perimeter convergence d1 calculatesImage and actual measurement perimeter convergenceImage, vault it is heavy
D drops2 calculateImage with and survey Vault settlementImage have intersection point, then determine under the operating condition nearest apart from this intersection point
Stress boundary condition is primary stress field.
Further, step A1 the following steps are included:
A11: several rock mass are completely, by the small place of Influence of The Blasting Vibration as stress measurement point in selected Soft Rock Engineering；And it is right
Selected measurement point is cut flat with and is polished；
A12: pasting strain gauge in measurement point, and connect strain gauge with static resistance instrument by half-bridge connection, reads
The initial strain value of strain gauge detection on static resistance instrument；
A13: the stress on strain gauge is released, and reads the releasing strain value after stress relieving；
A14: with the difference of initial strain value and releasing strain value, the measured stress value of hole wall is calculated.
Further, the strain gauge there are three direction is pasted in the measurement point in step A12, three directions are respectively edge
Horizontal X-direction, vertical Y-direction and along 45 ° of directions XY.
Further, the method for the stress on strain gauge is released in step A13 are as follows: use hand-held engineering drill, and to survey
The core that length is 50mm is drilled through centered on amount point.
Further, the data of practical Soft Rock Engineering include vertical section and cross-sectional view, rock body types, Soft Rock Engineering
Elasticity modulus, Poisson's ratio, bulk density, cohesive strength and internal friction angle.
The invention has the benefit that this programme is believed from soft, hard rock engineering characteristic by utilization field measurement
Breath, the mainly secondary stress of Practical Project and the field monitoring of displacement carry out the underground engineering crustal stress of different lithology
Back analysis.Secondary stress measurement and engineering around displacement monitoring cost is relatively low, can with the driving of underground engineering,
Constantly the country rock of front of tunnel heading is measured and obtains a large amount of measured stress data and displacement monitoring data.
The present invention for different lithology underground engineering using different field measurement data as master control index come to first
Beginning stress field carries out inverting, available INVERSION OF STRESS FIELD result more accurate than conventional inversion method.Zoning compared with
Drilling that is big and measuring crustal stress in situ it is less even without detecting earth stress in situ when, this side can be played well
The advantage of method.It is quickly obtained accurate information of force field, can preferably cooperate the prediction work of live rock burst or large deformation
Make, cavern's stabilization and construction safety under the conditions of guarantee is soft, hard rock is quick-fried or large deformation.In addition, the present invention also have clear concept,
Implement the advantages that simple and easy, cost is relatively low.
Detailed description of the invention
Fig. 1 is the flow chart of the underground hard rock engineering primary stress field dynamic playback method based on multi-source real measured data.
Specific embodiment
A specific embodiment of the invention is described below, in order to facilitate understanding by those skilled in the art originally
Invention, it should be apparent that coming the present invention is not limited to the range of specific embodiment to those skilled in the art
It says, as long as various change is in the spirit and scope of the present invention that the attached claims limit and determine, these variations are aobvious
And be clear to, all are using the innovation and creation of present inventive concept in the column of protection.
The embodiment of the present invention explains underground hard rock tunnel and soft rock tunnel by taking the subterranean tunnel of underground engineering as an example in detail
The primary stress field dynamic playback method in road, to understand.
As shown in Figure 1, a kind of underground hard rock tunnel engineering primary stress field dynamic playback side based on multi-source real measured data
Method comprising following steps:
S1: it appears the measured stress value of several positions on wall in the measurement of constructing tunnel phase, measured stress value includes tangentially answering
Power σy, axial stress σxAnd maximum principal stress；
Step S1 specifically includes the following steps:
S11: in selected tunnel several rock mass it is complete, by being used as stress measurement point at the small hole wall of Influence of The Blasting Vibration；And
Selected measurement point is cut flat with and polished；
Strain gauge is pasted in S12: Xiang Xuanding measurement point, and connects strain gauge and static resistance instrument by half-bridge connection
It connects, reads the initial strain value of strain gauge detection on static resistance instrument；The strain gauge in direction there are three being pasted in measurement point, three
A direction includes along the X-direction of hole axis, the Y-direction of vertical hole axis and along 45 ° of directions XY.
S13: the stress on strain gauge is released, and reads the releasing strain value after stress relieving；Release answering on strain gauge
The method of power are as follows: use hand-held engineering drill, and drill through length centered on measurement point as the core of 50mm.
S14: with the difference of initial strain value and releasing strain value, the measured stress value of hole wall is calculated.
S2: by the data of practical hard rock tunnel engineering, the numerical model in simulation tunnel is established；Hard rock tunnel engineering
Data mainly include vertical section and cross-sectional view, the rock body types for including, elasticity modulus, Poisson's ratio, bulk density, cohesive strength and
Internal friction angle, and the numerical model in simulation tunnel can be established by ANSYS software；
S3: on the basis of plane strain is assumed, using plane quadrilateral isoparametric elements to country rock near simulation tunnel
Elastic and plastic finite element analysis is carried out, and calculates the tangential stress σ of fittingY is calculated；
S4: primary stress boundary value σ is drafted according to the measured stress value of hole wally1；If measured value σx> σy, then tentatively sentence
Lateral pressure coefficient λ<1 of disconnected primary stress field, on the contrary then λ>1 is theoretical according to tunnel mechanics, primary stress boundary value σy1It can press
It is calculated according to following equation:
σy=σy1[(1+λ)-2(1-λ)cos2θ]
σxFor hole week axial stress, σyTo survey hole week tangential stress, θ is the angle of calculating position and vertical direction, and λ is
The lateral pressure coefficient of Tunnel wall；
S5: analysis inversion result compares the tangential stress σ of point consistent with on-the-spot test point position on simulation tunnelY is calculated
With the tangential stress σ of actual measurementy；If tangential stress σY is calculatedWith the tangential stress σ of actual measurementyDifference be greater than 5Mpa, then primary stress side
Dividing value σy1Be it is unreasonable, need return step S4 to draft primary stress boundary value σ againy1；If tangential stress σY is calculatedWith actual measurement
Tangential stress σyDifference be less than 5Mpa, then primary stress boundary value σy1It is reasonable；
S6: by reasonable primary stress boundary value σy1It is set as specified stress and as one group of operating condition；By specified stress generation
Enter in the numerical model in step S2, and repeat step S3, calculates new tangential stress value σY is calculated, and by operating condition group quantity
It accumulates once；
S7: when operating condition group quantity is less than the operating condition group of setting quantity, specified stress being overlapped by setting increment,
And return step S6；
S8: when operating condition group quantity is more than or equal to the operating condition group of setting quantity, tangential stress all in operating condition group is drawn
σY is calculatedWith the tangential stress σ of actual measurementyRelational graph, and compare；If the tangential stress σ of Inversion CalculationY is calculatedFigure line and reality
The tangential stress σ of surveyyFigure line there is no intersection point, then there is no the operating conditions for the data for meeting live hard rock tunnel engineering for explanation；If
The tangential stress σ of Inversion CalculationY is calculatedFigure line and actual measurement tangential stress σyThere is intersection point, then under the operating condition nearest apart from this intersection point
Stress boundary condition be primary stress field.
A kind of Underground Soft Rock Tunnel Engineering primary stress field dynamic playback method based on multi-source real measured data comprising
Following steps:
A1: appearing the measured stress value and hole Zhou Weiyi of wall in the measurement of constructing tunnel phase, and measured stress value includes tangentially answering
Power σy *, axial stress σx *And maximum principal stress, hole Zhou Weiyi include Vault settlementAnd perimeter convergence
Step A1 specifically includes the following steps:
A11: in selected tunnel several rock mass it is complete, by being used as stress measurement point at the small hole wall of Influence of The Blasting Vibration；And
Selected measurement point is cut flat with and polished；
Strain gauge is pasted in A12: Xiang Xuanding measurement point, and connects strain gauge and static resistance instrument by half-bridge connection
It connects, reads the initial strain value of strain gauge detection on static resistance instrument；The strain gauge in direction there are three being pasted in measurement point, three
A direction is respectively along the X-direction of hole axis, the Y-direction of vertical hole axis and along 45 ° of directions XY；
A13: the stress on strain gauge is released, and reads the releasing strain value after stress relieving；Release answering on strain gauge
The method of power are as follows: use hand-held engineering drill, and drill through length centered on measurement point as the core of 50mm；
A14: with the difference of initial strain value and releasing strain value, the measured stress value of hole wall is calculated, hole Zhou Weiyi exists
Construction time measures.
A2: by the data of practical soft rock tunnel engineering, the numerical model of simulation soft rock tunnel is established；Practical soft rock tunnel
The data of road engineering include vertical section and cross-sectional view, rock body types, the elasticity modulus of tunnel wall, Poisson's ratio, bulk density, adhesive aggregation
Power and internal friction angle；
A3: on the basis of plane strain is assumed, using plane quadrilateral isoparametric elements to country rock near simulation tunnel
Elastic and plastic finite element analysis is carried out, and calculates the tangential stress σ of fittingY is calculated', perimeter convergence d1 calculatesWith Vault settlement d2 calculate；
A4: according to the Vault settlement of soft rock tunnel actual measurement hole wallAnd perimeter convergenceDraft primary stress boundary
Value σy1′；
A5: analysis inversion result compares the tangential stress of point consistent with on-the-spot test point position on simulation Soft Rock Engineering
σY is calculated' tangential stress the σ with actual measurementy*；If tangential stress σY is calculated' tangential stress the σ with actual measurementy* difference is greater than the set value,
Then primary stress boundary value σy1' unreasonable, return step A4 drafts primary stress boundary value σ againy1′；If tangential stress
σY is calculated' tangential stress the σ with actual measurementy* difference is less than setting value, then primary stress boundary value σy1' rationally, and will be reasonable
Primary stress boundary value σy1' it is set as specified stress；
A6: using specified stress and the corresponding lateral pressure coefficient λ of specified stress as one group of operating condition, and by the operating condition generation
Enter in the numerical model of Soft Rock Engineering, repeats step A3, calculate new tangential stress σY is calculated', perimeter convergence d1 calculatesWith vault
Settle d2 calculate；
A7: specified stress and the corresponding lateral pressure coefficient λ of specified stress are overlapped by the increment of setting, and
The superposition of operating condition group quantity is primary；
A8: repeating step A6, A7, until operating condition group of the operating condition group quantity more than or equal to setting quantity, and draws up present count
The operating condition group of amount；
A9: perimeter convergence d all in operating condition group is drawn1 calculatesWith the perimeter convergence of actual measurementVault settlement d2 calculateWith reality
The Vault settlement of surveyRelational graph, and relational graph is compared；If perimeter convergence d1 calculatesImage and actual measurement periphery receive
It holds backImage, Vault settlement d2 calculateImage with and survey Vault settlementImage there is no intersection point, illustrate not meet
The operating condition of the data of live soft rock tunnel engineering；If perimeter convergence d1 calculatesImage and actual measurement perimeter convergenceImage, arch
Top sedimentation d2 calculateImage with and survey Vault settlementImage have intersection point, then determine under the operating condition nearest apart from this intersection point
Stress boundary condition be primary stress field.
This programme is from soft, hard rock engineering characteristic, and by utilizing field measurement information, mainly hole wall is secondary is answered
The field monitoring of the displacement in power and hole week carries out back analysis to the underground engineering crustal stress of different lithology.Hole wall is secondary to answer
Power measurement and hole week displacement monitoring cost is relatively low, can with the driving in tunnel, constantly to the country rock of front of tunnel heading into
Row measurement obtains a large amount of measured stress data and displacement monitoring data.
The present invention for different lithology tunnel using different field measurement data as master control index come to initially answering
The field of force carries out inverting, available INVERSION OF STRESS FIELD result more accurate than conventional inversion method.It is larger in zoning and
Measure crustal stress in situ drilling it is less even without detecting earth stress in situ when, this method can be played well
Advantage.It is quickly obtained accurate information of force field, can preferably cooperate the prediction work of live rock burst or large deformation, is protected
Cavern's stabilization and construction safety under the conditions of barrier tunnel rock burst or large deformation.In addition, the present invention also has clear concept, implements letter
The advantages that single easy, cost is relatively low.
Claims (10)
1. a kind of underground hard rock engineering primary stress field dynamic playback method based on multi-source real measured data, which is characterized in that packet
Include following steps:
S1: the measured stress value of several positions, the measured stress value packet in the construction time measurement hard rock engineering of underground engineering
Include tangential stress σy, axial stress σxAnd maximum principal stress；
S2: by the data of practical hard rock engineering, the numerical model of simulation hard rock engineering is established；
S3: on the basis of plane strain is assumed, using plane quadrilateral isoparametric elements to the country rock near simulation hard rock engineering
Carry out elastic and plastic finite element analysis, the tangential stress σ being fittedY is calculated；
S4: primary stress boundary value σ is drafted according to the measured stress value of hard rock engineeringy1；
S5: compare the tangential stress σ of point consistent with on-the-spot test point position in simulation hard rock engineeringY is calculatedWith tangentially answering for actual measurement
Power σy；If tangential stress σY is calculatedWith the tangential stress σ of actual measurementyDifference be greater than the set value, then primary stress boundary value σy1Do not conform to
Reason, return step S4 draft primary stress boundary value σ againy1；If tangential stress σY is calculatedWith tangential stress σyDifference be less than set
Definite value, then primary stress boundary value σy1Rationally；
S6: by reasonable primary stress boundary value σy1It is set as specified stress and as one group of operating condition；Specified stress is substituted into and is walked
In numerical model in rapid S2, and step S3 is repeated, calculates new tangential stress value σY is calculated, and by operating condition group quantity cumulative one
It is secondary；
S7: when operating condition group quantity is less than the operating condition group of setting quantity, specified stress is overlapped by setting increment, and returns
Step S6；
S8: when operating condition group quantity is more than or equal to the operating condition group of setting quantity, tangential stress σ all in operating condition group is drawnY is calculatedWith
The tangential stress σ of actual measurementyRelational graph, and compare；If the tangential stress σ of Inversion CalculationY is calculatedFigure line and actual measurement it is tangential
Stress σyFigure line there is no intersection point, then explanation there is no meet field engineering data operating condition；If Inversion Calculation is tangentially answered
Power σY is calculatedFigure line and actual measurement tangential stress σyThere is intersection point, then the stress boundary condition under the operating condition nearest apart from this intersection point is
Primary stress field.
2. the underground engineering primary stress field dynamic playback method according to claim 1 based on multi-source real measured data,
Be characterized in that, the step S1 the following steps are included:
S11: in selected Practical Project several rock mass it is complete, by the measurement point at the small rock mass of Influence of The Blasting Vibration as stress,
And selected measurement point is cut flat with and polished；
S12: pasting strain gauge in measurement point, and connect strain gauge with static resistance instrument by half-bridge connection, reads static
The initial strain value of strain gauge detection on resistance instrument；
S13: the stress on strain gauge is released, and reads the releasing strain value after stress relieving；
S14: with the difference of initial strain value and releasing strain value, the measured stress value of hole wall is calculated.
3. the underground hard rock engineering primary stress field dynamic playback side according to claim 2 based on multi-source real measured data
Method, which is characterized in that the strain gauge there are three direction is pasted in the measurement point, three directions are respectively horizontal X-direction, hang down
Straight Y-direction and along 45 ° of the direction XY.
4. the underground hard rock engineering primary stress field dynamic playback side according to claim 2 based on multi-source real measured data
Method, which is characterized in that the method for the stress on strain gauge is released in the step S13 are as follows: use hand-held engineering drill, and to survey
The core that length is 50mm is drilled through centered on amount point.
5. the underground hard rock engineering primary stress field dynamic playback side according to claim 1 based on multi-source real measured data
Method, which is characterized in that the data of the practical hard rock engineering include skiagraph, cross-sectional view, rock body types, hard rock engineering
Elasticity modulus, Poisson's ratio, bulk density, cohesive strength and internal friction angle.
6. a kind of underground soft rock engineering primary stress field dynamic playback method based on multi-source real measured data, which is characterized in that packet
Include following steps:
A1: the measured stress value and hole Zhou Weiyi of Soft Rock Engineering, the measured stress value are measured in the construction time of underground engineering
Including tangential stress σy *, axial stress σx *And maximum principal stress, the hole Zhou Weiyi includes Vault settlementAnd perimeter convergence
A2: by the data of practical Soft Rock Engineering, the numerical model of simulation Soft Rock Engineering is established；
A3: on the basis of plane strain is assumed, using plane quadrilateral isoparametric elements to the country rock near simulation hard rock engineering
Carry out elastic and plastic finite element analysis, the tangential stress σ being fittedy', perimeter convergence d1 calculatesWith Vault settlement d2 calculate；
A4: the Vault settlement surveyed according to Soft Rock EngineeringAnd perimeter convergenceDraft primary stress boundary value σy1′；
A5: compare the tangential stress σ of point consistent with on-the-spot test point position on simulation Soft Rock EngineeringY is calculated' answered with the tangential of actual measurement
Power σy*；If tangential stress σY is calculated' tangential stress the σ with actual measurementy* difference is greater than the set value, then primary stress boundary value σy1' no
Rationally, return step A4 drafts primary stress boundary value σ againy1′；If tangential stress σY is calculated' tangential stress the σ with actual measurementy*
Difference is less than setting value, then primary stress boundary value σy1' rationally, and by reasonable primary stress boundary value σy1' it is set as specified
Stress；
A6: using specified stress and the corresponding lateral pressure coefficient λ of specified stress as one group of operating condition, and the operating condition is substituted into soft rock
In the numerical model of engineering, step A3 is repeated, new tangential stress σ is calculatedY is calculated', perimeter convergence d1 calculatesWith Vault settlement
d2 calculate；
A7: specified stress and the corresponding lateral pressure coefficient λ of specified stress are overlapped by the increment of setting, and operating condition group
Quantity superposition is primary；
A8: repeating step A6, A7, until operating condition group of the operating condition group quantity more than or equal to setting quantity, and draws up preset quantity
Operating condition group；
A9: perimeter convergence d all in operating condition group is drawn1 calculatesWith the perimeter convergence of actual measurementVault settlement d2 calculateWith the arch of actual measurement
Top sedimentationRelational graph, and relational graph is compared；If perimeter convergence d1 calculatesImage and actual measurement perimeter convergence's
Image, Vault settlement d2 calculateImage with and survey Vault settlementImage there is no intersection point, illustrate without meet scene it is soft
The operating condition of the data of rock engineering；If perimeter convergence d1 calculatesImage and actual measurement perimeter convergenceImage, Vault settlement d2 calculate's
Image with and survey Vault settlementImage have intersection point, then determine the stress boundary item under the operating condition nearest apart from this intersection point
Part is primary stress field.
7. the underground soft rock engineering primary stress field dynamic playback side according to claim 6 based on multi-source real measured data
Method, which is characterized in that the step A1 the following steps are included:
A11: several rock mass are completely, by the small place of Influence of The Blasting Vibration as stress measurement point in selected Soft Rock Engineering；And to selected
Measurement point cut flat with and polished；
A12: pasting strain gauge in measurement point, and connect strain gauge with static resistance instrument by half-bridge connection, reads static
The initial strain value of strain gauge detection on resistance instrument；
A13: the stress on strain gauge is released, and reads the releasing strain value after stress relieving；
A14: with the difference of initial strain value and releasing strain value, the measured stress value of hole wall is calculated.
8. the underground soft rock engineering primary stress field dynamic playback side according to claim 7 based on multi-source real measured data
Method, which is characterized in that the strain gauge there are three direction is pasted in the measurement point in the step A12, three directions are respectively edge
Horizontal X-direction, vertical Y-direction and along 45 ° of directions XY.
9. the underground soft rock engineering primary stress field dynamic playback side according to claim 7 based on multi-source real measured data
Method, which is characterized in that the method for the stress on strain gauge is released in the step A13 are as follows: use hand-held engineering drill, and to survey
The core that length is 50mm is drilled through centered on amount point.
10. the underground soft rock engineering primary stress field dynamic playback side according to claim 6 based on multi-source real measured data
Method, which is characterized in that the data of the practical Soft Rock Engineering include vertical section and cross-sectional view, rock body types, Soft Rock Engineering
Elasticity modulus, Poisson's ratio, bulk density, cohesive strength and internal friction angle.
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