CN109631701A - A kind of method for numerical simulation of Tunnel Blasting - Google Patents
A kind of method for numerical simulation of Tunnel Blasting Download PDFInfo
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- CN109631701A CN109631701A CN201811610261.XA CN201811610261A CN109631701A CN 109631701 A CN109631701 A CN 109631701A CN 201811610261 A CN201811610261 A CN 201811610261A CN 109631701 A CN109631701 A CN 109631701A
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The present invention relates to a kind of method for numerical simulation of Tunnel Blasting, comprising the following steps: S1: establishing tunnel model, obtains the stress state of the preceding tunnel of explosion and country rock；S2: establishing three-axis reference, the burst stress being applied to when each shot hole blasting at blasthole wall when calculating each section of other peak value；Calculate the caused burst stress from blasthole different distance when single shot hole blasting；Calculate the explosion peak stress vector of caused tunnel contour face everywhere when single shot hole blasting；It will be vector superposed with explosion peak stress caused by not all blastholes of section；S26: each moment tunnel contour face blasting load everywhere is calculated；S3: explosive load value is loaded on tunnel contour face simulates in software.The present invention is calculating explosive load, consider that multiple shot hole blasting load superpositions and different zones burst stress such as are gradually decayed at the factors simultaneously, to more accurately calculate the explosive load being applied on tunnel excavation contoured surface, the Explosive Vibrating Velocity being calculated is also more accurate.
Description
Technical field
The present invention relates to Tunnel Engineering technical field, especially a kind of method for numerical simulation of Tunnel Blasting.
Background technique
Explosion can cause surrounding medium and close on buildings or structures to generate strong vibration, may cause adjacent piles structure
Damage and surface buildings occur cracking and even collapse, direct relation construction safety.For example, Beijing to Zhangjiakou high-speed railway
The Great Wall at Badaling station (hereinafter referred to as capital Zhang Gaotie) just belongs to complicated cavity group engineering, and there are tunnel is dug after three hole segregation sections to elder generation
The Excavation blasting for digging tunnel influences problem, and there is also upper layer cavern excavation explosions to have dug the blasting vibration shadow of tunnel structure to lower layer
The problem of sound etc..Therefore, in tunnel with underground hole group engineering, proximity engineering, city drill+blast tunnel engineering, prediction divides
Analysis always is important theory and engineering problem with control blasting vibration.
Currently, a kind of model for being widely used in simulating Tunnel Blasting load is triangle wave mode explosive load model.The mould
When type assumes each section of explosion, load starts from scratch linear loading to peak value, then again linear attenuation to zero.Triangular waveform load
The typical load time is 8-12ms, and discharge time is about 50-120ms, and the general load time takes 10ms, and discharge time takes
100ms.Therefore, main using triangle wave mode explosive load is exactly it needs to be determined that its peak load value.For Uncoincided charge
The single borehole of structure, the calculation formula of shock wave pressure peak load is in rock
In formula, ρ0For the density of powder charge, unit kg/m3, can according to weight of charge byInverse；D is
Explosion velocity of explosive, unit m/s；pd、pmRespectively blast chamber pressure and initial peak pressure on hole wall is acted on, unit MPa；
r0、rbRespectively powder stick radius and blasthole radius, unit mm；l0、lbRespectively loaded length and blast hole depth, unit m；n
Pressure enhancement coefficient when collision hole wall is expanded for detonation products, n takes the numerical value among 8-11, generally takes 10.
According to the explosive load at the available blasthole wall of above formula, it is considered that propagate to tunnel excavation profile in rock
Explosive load at face is decayed by exponential form, which is
In formula,For scaled distance, i.e. the distance r in tunnel contour face to explosion center and blasthole radius rbThe ratio between；P is tunnel
Blasting impact stress at road contoured surface；α is stress decay index；μ is Poisson's ratio.
In Tunnel Blasting, influenced for control blasting vibration, detonator does not detonate by different delays time slice, each
Section not while being detonated multiple boreholes.When application triangle wave mode explosive load model carries out Tunnel Blasting simulation, or will rise simultaneously
Quick-fried multiple boreholes carry out approximation by collection borehole blasting, or are applied on blasthole connection heart line to periphery hole blasting calculation equivalent load,
But all do not consider really the segmentation of each blasthole borehole blasting load not Qi Bao when influence.Also, considering from blasthole to tunnel
When burst stress is decayed at contoured surface, damped expoential different, single stress decay index with the gradually decaying of blasting energy
It cannot reflect the influence.
Summary of the invention
Against the above deficiency, the present invention provides a kind of method for numerical simulation of Tunnel Blasting, can more preferable simulation tunnel
In more shot hole blastings and burst stress decaying process.
The technical solution of the present invention is as follows:
A kind of method for numerical simulation of Tunnel Blasting, comprising the following steps:
S1: establishing tunnel model in software, calculates the static(al) at Blasting Excavation face, obtains the preceding tunnel of explosion and country rock
Stress state；
S2: the blasting load value that each moment tunnel contour face is subject to everywhere, specific steps are calculated are as follows:
S21: establishing three-axis reference in Blasting Excavation face, and x, y, z direction respectively indicates laterally, longitudinally and vertically,
Correspond to the radial, tangential and vertical of blasting vibration；
S22: the burst stress being applied to when each shot hole blasting when calculating each section of other peak value at blasthole wall；
S23: the caused burst stress from blasthole different distance when single shot hole blasting is calculated；
S24: according to each section not in distance of each blasthole to tunnel contour face everywhere, cause when calculating single shot hole blasting
Tunnel contour face explosion peak stress vector everywhere；
S25: by same section not all shot hole blastings when caused tunnel contour face explosion peak stress everywhere swear
Amount superposition, obtains causing the distribution of explosion peak stress in position of tunnel contour face everywhere when each section of other explosion；
S26: according to the load of triangle wave mode explosive load, unloading manner, it is quick-fried everywhere to calculate each moment tunnel contour face
The distribution of broken dynamic load in time.
Explosive load value: being loaded on tunnel contour face by S3 in software, country rock kinetic parameter is determined, by dynamics
Calculation method is simulated.
When calculating the caused burst stress from blasthole different distance of single blasthole in the step S23, according to each
The stress decay index of burst region, establishes the Explosion stress wave attenuation function of different zones, and burst region includes disintegrating area, splits
Gap area and elastic region, stress decay index are respectively 2+ μ/(1- μ), 2- μ/(1- μ) and 1, calculate single big gun with following equation
The caused burst stress from blasthole different distance r when the explosion of hole:
In formula, R1、R2Respectively the disintegrating area of explosion and Fractured zone radius, μ are Poisson's ratio；For Strip chamber, disintegrating area
Radius R1Calculation formula are as follows:Wherein, q is the pack quality of Strip chamber unit length, and ρ 0 is powder charge
Density, Φ are the ground compressed coefficient；Fractured zone radius R2Calculation formula are as follows: R2=(Rcd/Rtd)1/αR1, wherein Rcd、RtdRespectively
Dynamic compressive strength of rock and dynamic tensile strength, α are stress decay index, calculation formula are as follows: α=2- μ/(1- μ).
The stress vector stacking method of the step S25 is that each stress vector is first decomposed into x-axis, y-axis and z-axis
Then component on direction is overlapped the components of stress of the other contoured surface of same section everywhere respectively.
The calculation formula of burst stress at the blasthole wall of the step S22 are as follows:
In formula, ρ0For degree of packing, D is explosion velocity of explosive, pd、pmRespectively blast chamber pressure and act on blasthole wall just
Beginning surge pressure, r0、rbRespectively powder stick radius and blasthole radius, l0、lbRespectively loaded length and blast hole depth, n are explosive
Pressure enhancement coefficient when detonation product expansion collision hole wall, n take the numerical value among 8-11.
Country rock kinetic parameter in the step S3 includes damping, Dynamic Elastic Module and the dynamical possion ratio of country rock, the country rock
Dynamic Elastic Module and dynamical possion ratio calculation formula are as follows:
In formula, Ed、EsRespectively dynamic modulus of elasticity and static modulus of elasticity, μ d, μ s are respectively dynamical possion ratio and quiet Poisson's ratio；
The damping of country rock uses Rayleigh damping, by integral damping matrix [C] by total quality matrix [M] and overall stiffness square
The linear combination of battle array [K] indicates, i.e.,
[C]=α [M]+β [K]
In formula, proportionality coefficient α and β can be determined by following formula:
In formula, ω min is minimum centre frequency, and ξ min is minimum critical damping ratio.
The software is Three dimensional finite difference program FLAC3D.
The present invention calculate explosive load, for Tunnel Blasting characteristic, at the same consider multiple shot hole blasting load superpositions and
Different zones burst stress such as is gradually decayed at the factors, thus more accurately calculate be applied to it is quick-fried on tunnel excavation contoured surface
Broken load, the Explosive Vibrating Velocity being calculated are also more accurate.The present invention, which constructs to Tunnel Blasting, vibrates ambient enviroment and cavern
Influence research, ensure proximate building safety etc. is significant, is suitable for control blasting vibration, instructs site operation.
Detailed description of the invention
Fig. 1 is the method for numerical simulation flow chart of Tunnel Blasting of the present invention；
Fig. 2 is each section of the embodiment of the present invention other steel for shot figure；
Fig. 3 is Explosive Vibrating Velocity of embodiment of the present invention monitoring point layout drawing；
Fig. 4 is paragraph 1 of the embodiment of the present invention other blasthole position and contoured surface stress point location map；
Fig. 5 is the more shot hole blasting load superposition schematic diagrames of the embodiment of the present invention；
Explosive load distribution map when Fig. 6 is outline excavation of embodiment of the present invention face 10ms；
Fig. 7 is explosive load time-histories figure at the B1 point of Fig. 4；
Fig. 8 is that comparison diagram is surveyed in monitoring point at analog result of the embodiment of the present invention and haunch；
Fig. 9 is that comparison diagram is surveyed in monitoring point at analog result of the embodiment of the present invention and arch springing.
Specific embodiment
It is described further below with reference to technical effect of the attached drawing to design of the invention, specific structure and generation, with
It is fully understood from the purpose of the present invention, feature and effect.
The capital Zhang Gaotie of the present embodiment is the key construction project that national planning is implemented and the Zhangjiakou of Beijing in 2022 connection
Close the conveyance system to host the Olympic Games.The capital Great Wall at Badaling Zhang Gaotie station is to get off to the maximum tunneling high-speed rail of domestic buried depth at present
It stands, is located under the scenic spot of the Great Wall at Badaling and among new Badaling tunnel.
The capital Great Wall at Badaling the Zhang Gaotie station first step explosion mileage across changeover portion greatly of field monitoring be DK68+386~
DK68+398, country rock are plaque-like monzonitic granite, and Grades of Surrounding Rock is III grade.It is greatly Great Wall at Badaling station and Badaling across changeover portion
Transitional region between tunnel is one section of variable cross-section tunnel, and blast monitoring mileage position span is 24.69m, and point 11 steps are opened
It digs, digs through the first step first to verify geological condition.The wide 8m of first step section, high 6.5m, cyclic advance 3m, each section of other big gun
Explosion section is other, and circle represents blasting hole as shown in Fig. 2, the number in figure represents for hole arrangement.Blasthole aperture is 42mm, and explosion is fried
Medicine uses Φ 32mm rock emulsion explosive.Blasting cap uses Uncoincided charge, point 1/3/5/7/9/11 section of successively explosion, and each section
The relevant parameter of other blasthole is as shown in table 1, and total dose is 120kg.
Table 1
Whether the method for numerical simulation result in order to confirm Tunnel Blasting of the invention is accurate, needs the vibration to Tunnel Blasting
Speed carries out actual monitoring.No. 8 subchannels near explosion section are arranged in the monitoring point of the present embodiment, as shown in figure 3, shaking for explosion
Slowdown monitoring point layout drawing, No. 8 built subchannels and the first step keeping parallelism across changeover portion greatly, the two horizontal space L are
31m, height difference H 6m meet the haunch S of quick-fried side in No. 8 subchannels1Point at and arch springing S2The monitoring first step across changeover portion greatly at point
The vibration velocity of explosion is monitored using TC-4850 Blasting Vibration Meter.
As shown in Figure 1, the method for numerical simulation of Tunnel Blasting of the invention, follows the steps below calculating:
S1: numerical simulation is carried out to first step Excavation blasting across changeover portion greatly in FLAC3D software, by 3m cyclic advance
Preliminary bracing is excavated and does, so circulation is until be excavated to explosion mileage.The static(al) at Blasting Excavation face is calculated, before obtaining explosion
The stress state in tunnel and country rock.
S2: gradually decaying according to explosion design parameter, burst stress and the factors such as multiple shot hole blasting load superpositions, calculates
The blasting load value that each moment tunnel contour face is subject to everywhere；
S21: establishing three-axis reference in Blasting Excavation face, and x, y, z direction respectively indicates tunnel lateral direction, longitudinal and perpendicular
To the radial, tangential and vertical of, corresponding blasting vibration；
S22: the burst stress being applied to when each shot hole blasting when calculating each section of other peak value at blasthole wall, calculation formula
Are as follows:
In formula, pd、pmRespectively blast chamber pressure and initial peak pressure on blasthole wall is acted on, ρ 0 is degree of packing, D
For explosion velocity of explosive, r0、rbRespectively powder stick radius and blasthole radius, l0、lbRespectively (the two is logical for loaded length and blast hole depth
It is often consistent), pressure enhancement coefficient when n is detonation products expansion collision hole wall, n takes the numerical value among 8-11；
In the present embodiment, by taking the paragraph 1 of Fig. 2 as an example, paragraph 1 does not share 12 blastholes, blasthole number be followed successively by A1,
A2 ..., A12 (as shown in Figure 4), calculate each blasthole in the explosion peak load P of blasthole wall position according to above formulam, calculate
Process is as shown in table 2.Due to the blast hole depth l of same section of not all blastholesb, degree of packing ρ0, explosion velocity of explosive D, powder stick radius r0
With blasthole radius rbIt is consistent, therefore it calculates resulting hole wall surge pressure pmAlso identical.
Table 2
| A10 | 1.48 | 1.87 | 3.5 | 2.38 | 845.51 | 4100 | 16 | 21 | 10 | 3553.26 | 3475.37 |
| A11 | 1.53 | 1.16 | 3.5 | 2.38 | 845.51 | 4100 | 16 | 21 | 10 | 3553.26 | 3475.37 |
| A12 | 1.51 | 0.59 | 3.5 | 2.38 | 845.51 | 4100 | 16 | 21 | 10 | 3553.26 | 3475.37 |
S23: according to the stress decay index of each burst region, establishing the Explosion stress wave attenuation function of different zones,
Calculate the caused burst stress from blasthole different distance when single shot hole blasting.Burst region includes disintegrating area, Fractured zone
And elastic region, stress decay index are respectively 2+ μ/(1- μ), 2- μ/(1- μ) and 1, it is quick-fried to calculate single blasthole with following equation
The caused burst stress from blasthole different distance r when broken:
In formula, R1、R2Respectively the disintegrating area of explosion and Fractured zone radius, μ are Poisson's ratio.For Strip chamber, disintegrating area
Radius R1Calculation formula are as follows:Wherein, q is the pack quality of Strip chamber unit length, ρ0It is close for powder charge
Degree, Φ are the ground compressed coefficient, and for hard rocks such as granite, Φ takes 10.Fractured zone radius R2Calculation formula are as follows: R2=(Rcd/
Rtd)1/αR1, wherein Rcd、RtdRespectively dynamic compressive strength of rock and dynamic tensile strength, α are stress decay index, are calculated
Formula are as follows: α=2- μ/(1- μ).
By calculating, the R of the present embodiment1It is 0.05, R2It is 0.54, Poisson's ratio μ takes 0.247,
S24: according to each blasthole to the distance in tunnel contour face, caused tunnel contour face when single shot hole blasting is calculated
The burst stress at place.Specifically, as shown in figure 5, by taking kth section as an example, if its i-th of blasthole is Ai, coordinate is (Axi,y0,
Azi), and certain point is B on Tunnel Blasting contoured surfacej, coordinate is (Bxj,y0,Bzj), distance r between the twoijIt can be by the two coordinate
It acquires, i.e.,The B being transferred tojThe peak load at place isPeak value size can be acquired by step S 23: pij=p
(pmi,rij), load direction and vectorDirection is consistent.
In this embodiment, 11 point B1, B2 at tunnel contour face ..., the position of B11 it is as shown in Figure 4.Due to the 1st
When section explosion, belong to elastic region, i.e. R at contoured surface2≤ r calculates stress intensity with following formula:
By taking the blasthole of number A1 as an example, explosion is transferred to peak load calculating process such as 3 institute of table of B1 to B11 each point
Show.
Table 3:
S25: burst stress numerical value when by all shot hole blastings at caused tunnel contour face is superimposed.For convenience of to lotus
Carry vector and be overlapped calculating, by each load resolution of vectors at x to and z to component, then exist to the not each blasthole of same section
The load component of every bit is overlapped respectively on tunnel contour face, and the explosion peak value at this section of other tunnel contour face can be obtained
Load.As kth section acts on point B on tunnel contour facejExplosion peak load Fj, it is represented by
In the present embodiment, when the other peak load of paragraph 1 appears in 10ms, vector superposed obtained explosive load distribution
As shown in fig. 6, arrow direction is burst stress direction, the size of arrow represents stress intensity.
S26: according to the load of triangle wave mode explosive load, unloading manner, each moment tunnel contour face is calculated everywhere
Blasting load.By taking B1 point as an example, explosive load time-history curves are as shown in Figure 7.It can be found that being simulated using the Tunnel Blasting
After method, the load that the different location in calculating outline excavation face is applied in synchronization or same position in different time is equal
It is not identical, it is more nearly Tunnel Blasting engineering practice.
Explosive load value: being loaded on tunnel contour face by S3 in software, country rock kinetic parameter is determined, by dynamics
Calculation method is simulated.
Country rock kinetic parameter mainly includes damping, Dynamic Elastic Module and the dynamical possion ratio of country rock.The Dynamic Elastic Module of country rock and dynamic pool
Loose ratio acquires according to the following formula
In formula, Ed、EsRespectively dynamic modulus of elasticity and static modulus of elasticity, μd、μsRespectively dynamical possion ratio and quiet Poisson's ratio.
The static parameter of country rock is calculated by III grade of country rock average index, and the results are shown in Table 4 for the country rock kinetic parameter being calculated.
Table 4
The damping of country rock uses Rayleigh damping, by integral damping matrix [C] by total quality matrix [M] and overall stiffness square
The linear combination of battle array [K] indicates, i.e.,
[C]=α [M]+β [K]
In formula, proportionality coefficient α and β can be determined by following formula:
In formula, ωminFor minimum centre frequency, the intrinsic frequency and input Loading frequency of it and institute research system have
It closes, the minimum centre frequency of country rock presses explosion average frequency value, is taken as 50Hz；ξminFor minimum critical damping ratio, it and rock mass
Material properties etc. is related, takes 0.5%.
Load on contoured surface caused by the Tunnel Blasting that the numerical simulation of the present embodiment is obtained is met with No. 8 subchannels
Haunch S at quick-fried side1Point and arch springing S2The lateral practical monitoring result of facing of vibration velocity of point compares, and comparing result is respectively such as Fig. 8 and Fig. 9
Shown, solid line is solid data, and dotted line is analog result, it can be seen that the two vibration velocity peak value size is not much different, peak value number
It coincide substantially with waveform.The present invention can preferably simulate vibration of base rock caused by tunnel blasting excavation, to prediction Blasting Vibration Velocity
It influences and control explosion is significant.
Disclosed above is only the embodiment of the present invention, and still, the present invention is not limited to this, the technology of any this field
What personnel can think variation should all fall into protection scope of the present invention.
Claims (6)
1. a kind of method for numerical simulation of Tunnel Blasting, which comprises the following steps:
S1: establishing tunnel model in software, calculates the static(al) at Blasting Excavation face, obtains the stress of the preceding tunnel of explosion and country rock
Situation；
S2: the blasting load value that each moment tunnel contour face is subject to everywhere, specific steps are calculated are as follows:
S21: three-axis reference is established in Blasting Excavation face, x, y, z direction respectively indicates transverse direction, longitudinal and vertical, correspondence
Blasting vibration it is radial, tangential and vertical；
S22: the burst stress being applied to when each shot hole blasting when calculating each section of other peak value at blasthole wall；
S23: the caused burst stress from blasthole different distance when single shot hole blasting is calculated；
S24: according to each section not in distance of each blasthole to tunnel contour face everywhere, calculate caused tunnel when single shot hole blasting
The explosion peak stress vector of road contoured surface everywhere；
S25: by same section not all shot hole blastings when caused tunnel contour face explosion peak stress everywhere carry out vector and fold
Add, obtains causing the distribution of explosion peak stress in position of tunnel contour face everywhere when each section of other explosion；
S26: according to the load of triangle wave mode explosive load, unloading manner, it is dynamic to calculate the explosion everywhere of each moment tunnel contour face
The distribution of load in time；
Explosive load value: being loaded on tunnel contour face by S3 in software, country rock kinetic parameter is determined, by dynamics calculation
Method is simulated.
2. the method for numerical simulation of Tunnel Blasting according to claim 1, which is characterized in that calculated in the step S23
When the caused burst stress from blasthole different distance of single blasthole, according to the stress decay index of each burst region, build
The Explosion stress wave attenuation function of vertical different zones, burst region includes disintegrating area, Fractured zone and elastic region, and stress decay refers to
Number be respectively 2+ μ/(1- μ), 2- μ/(1- μ) and 1, with following equation calculating single shot hole blasting when it is caused from blasthole difference away from
From the burst stress at r:
In formula, R1、R2Respectively the disintegrating area of explosion and Fractured zone radius, μ are Poisson's ratio；For Strip chamber, disintegrating area radius
R1Calculation formula are as follows:Wherein, q is the pack quality of Strip chamber unit length, ρ0For degree of packing,
Φ is the ground compressed coefficient；Fractured zone radius R2Calculation formula are as follows: R2=(Rcd/Rtd)1/αR1, wherein Rcd、RtdRespectively rock
Dynamic compression strength and dynamic tensile strength, α are stress decay index, calculation formula are as follows: α=2- μ/(1- μ).
3. the method for numerical simulation of Tunnel Blasting according to claim 1, which is characterized in that the stress of the step S25
Vector superposed method is that each stress vector is first decomposed into the component on x-axis, y-axis and z-axis direction, then other to same section
The components of stress of contoured surface everywhere are overlapped respectively.
4. the method for numerical simulation of Tunnel Blasting according to claim 1, which is characterized in that the blasthole of the step S22
The calculation formula of burst stress at wall are as follows:
In formula, ρ0For degree of packing, D is explosion velocity of explosive, pd、pmRespectively blast chamber pressure and act on initial peak on blasthole wall
Duty pressure, r0、rbRespectively powder stick radius and blasthole radius, l0、lbRespectively loaded length and blast hole depth, n are explosive detonation
Pressure enhancement coefficient when product expansion collision hole wall, n take the numerical value among 8-11.
5. the method for numerical simulation of Tunnel Blasting according to claim 1, which is characterized in that the country rock in the step S3
Kinetic parameter includes damping, Dynamic Elastic Module and the dynamical possion ratio of country rock, the Dynamic Elastic Module and dynamical possion ratio calculation formula of the country rock
Are as follows:
In formula, Ed、EsRespectively dynamic modulus of elasticity and static modulus of elasticity, μd、μsRespectively dynamical possion ratio and quiet Poisson's ratio；
The damping of country rock uses Rayleigh damping, by integral damping matrix [C] by total quality matrix [M] and Bulk stiffness matrix
The linear combination of [K] indicates, i.e.,
[C]=α [M]+β [K]
In formula, proportionality coefficient α and β can be determined by following formula:
In formula, ωminFor minimum centre frequency, ξminFor minimum critical damping ratio.
6. the method for numerical simulation of Tunnel Blasting according to claim 1, which is characterized in that the software is Three-D limited
Difference program FLAC3D.
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