CN109507048A - The pilot system and method that simulation tunnel blasting excavation influences existing lining cutting - Google Patents
The pilot system and method that simulation tunnel blasting excavation influences existing lining cutting Download PDFInfo
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- CN109507048A CN109507048A CN201910015775.9A CN201910015775A CN109507048A CN 109507048 A CN109507048 A CN 109507048A CN 201910015775 A CN201910015775 A CN 201910015775A CN 109507048 A CN109507048 A CN 109507048A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/30—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight
- G01N3/313—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight generated by explosives
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The present invention provides a kind of pilot system that simulation tunnel blasting excavation influences existing lining cutting, including rock-soil layer, liner supporting device, demolition set and dynamic response measuring device；Rock-soil layer includes soil layer and rock stratum；Liner supporting device is set in rock stratum, and liner supporting device includes the reinforced concrete pipiline of multistage spigot-and-socket splicing, and the concrete reinforced pipe nozzle section at adjacent two reinforced concrete pipiline stitching portion section and liner supporting device both ends is measurement section；Demolition set includes the blasting charge, and the blasting charge is set in front of liner supporting device；Dynamic response measuring device includes multiple measuring units, and each measurement section is equipped with four measuring units, and each measuring unit includes foil gauge group, vibration-testing sensor and acceleration transducer, and foil gauge group includes hoop strain piece and axial strain piece.Beneficial effects of the present invention: the Dynamic response characteristic of existing lining cutting and failure mechanism provide test basis and research method during announcement tunnel blasting excavation.
Description
Technical field
The present invention relates to Tunnel Blasting field of engineering technology more particularly to a kind of simulation tunnel blasting excavation to existing lining cutting
The pilot system and method for influence.
Background technique
With the continuous Development control area of China's urban underground space engineering, explosion is excavated as the efficient quick of solid rock
Mode is widely applied in the digging process of urban subway tunnel.Blasting vibration is primarily endangered as in blasting engineering
It receives significant attention.For secondary lining as the primary load bearing structure and last line of defense after tunnel blasting excavation, safety is steady
It is fixed to have vital influence to the safety of tunnel blasting excavation engineering.However under blasting vibration load action, explosion is answered
Reeb can have an adverse effect to the safety and stability of secondary lining.
At present tunnel tunnel face Blasting Excavation on the research method that existing lining cutting influences focus mostly on site monitoring, Numerical-Mode
Intend.Field monitoring method will cause resource and greatly waste, and suffer from scene to the monitoring of the existing lining cutting in construction site
The influence of execution conditions and comprehensive reliable monitoring data can not be obtained.Although numerical simulation technology can more intuitively obtain pipe
The blasting vibration response characteristic in road, but the correctness of its calculated result, reliability are difficult to ensure.Therefore simulation Tunnel Blasting is found
Excavate the experimental rig influenced on existing lining cutting and method, can overcome on-the-spot test is time-consuming and laborious, influence normal work order,
The disadvantages of wasting of resources, while the reference and verifying of science, data obtained can be also provided for the research achievement of numerical simulation
It can be used for instructing the control of existing lining cutting blasting vibration harm in practice of construction again, the qualitative and quantitative of realization result is mutually tied
The analysis of conjunction, thus have great theoretical and practical significance.
Summary of the invention
In view of this, the embodiment provides a kind of tests that simulation tunnel blasting excavation influences existing lining cutting
System.
The embodiment of the present invention provides a kind of pilot system that simulation tunnel blasting excavation influences existing lining cutting, including rock
Soil layer, liner supporting device, demolition set and dynamic response measuring device；
The rock-soil layer includes the soil layer on upper layer and the rock stratum of lower layer；
The liner supporting device is set in the rock stratum, and the liner supporting device includes what multistage spigot-and-socket spliced
Reinforced concrete pipiline, adjacent two reinforced concrete pipiline stitching portion section and liner supporting device both ends it is described
Concrete reinforced pipe nozzle section is measurement section；
The demolition set includes the blasting charge, and the blasting charge, which is set in the rock stratum, is located at the liner supporting device
Front；
Dynamic response measuring device includes multiple measuring units, each measurement section be equipped with four measuring units, four
The measuring unit is both secured to the reinforced concrete pipiline inner wall and is uniformly distributed in the measurement section, each survey
Amount unit includes foil gauge group, vibration-testing sensor and acceleration transducer, the foil gauge group include hoop strain piece and
Axial strain piece, the hoop strain piece circumferential direction are fixed on the reinforced concrete pipiline inner wall, and the axial strain piece is axial
It is fixed on the reinforced concrete pipiline inner wall, the vibration-testing sensor and the acceleration transducer are fixed on the steel
Type reinforced concrete pipeline inner wall.
Further, including data collecting instrument and computer, all hoop strain pieces, all axial strain pieces, Suo Youzhen
Dynamic test sensor and all acceleration transducers are all connected with the data collecting instrument, and the data collecting instrument connects the calculating
Machine.
Further, spotlight and video camera are equipped in the liner supporting device, the video camera is all for shooting
The deformation pattern of reinforced concrete pipiline.
Further, including multiple earth's surface measuring devices, each earth's surface measuring device be set in the soil layer and
Right above a measurement section, the earth's surface measuring device includes that ground surface vibration test sensor and acceleration surface pass
Sensor.
Further, the demolition set further includes primacord and initiator, and described primacord one end connects the explosive
Packet, the other end connect the initiator.
Further, four measuring units on each measurement section, which are fixed on, is uniformly distributed in the measurement
Section it is most upper, most under, it is most left, 4 points most right.
The embodiment of the present invention also provides a kind of test method that simulation tunnel blasting excavation influences existing lining cutting, including
Following steps:
S1 determines that tunnel prototype is several in Practical Project according to first theory of similarity, second theory of similarity and Dynamic Similar Laws
The geometric similarity ratio of what size and pilot system geometric dimension is L, so that it is determined that rock stratum is similar to liner supporting device such as
Under:
Geometric similarity ratio: CL=L
The elasticity modulus likelihood ratio: CE=1
The bulk density likelihood ratio: Cγ=1
Poisson's ratio, the angle of friction likelihood ratio: Cμ=Cφ=1；
S2 opens up groove in rock stratum, and places explosive in the rock stratum immediately ahead of the groove at pre-determined distance
Packet, the blasting charge connect primacord, and the primacord connects initiator；
S3 selects an appropriate number of concrete reinforced pipe for being spliced to form liner supporting device, selects each steel
Splicing one end nozzle section of reinforced concrete pipe is measurement section, is arranged four measuring units on each measurement section, four
The measuring unit be respectively arranged at the section it is most upper, most under, it is most left, 4 points most right, the measuring unit include foil gauge group,
Vibration-testing sensor and acceleration transducer, the foil gauge group include hoop strain piece and axial strain piece, the circumferential direction
Foil gauge circumferential direction is fixed on the reinforced concrete pipiline inner wall, and the axial strain piece is axially fixed at the armored concrete
Inner wall of the pipe, the vibration-testing sensor and the acceleration transducer are fixed on the reinforced concrete pipiline inner wall；
All concrete reinforced pipes are successively spliced to form liner supporting device by S4, and the liner supporting device is placed
In in the groove, back fill course and compacting；
Multiple earth's surface measuring devices are arranged on the soil layer surface in S5, and each earth's surface measuring device is set to the soil
In layer and it is located at right above a measurement section, the earth's surface measuring device includes that ground surface vibration test sensor and earth's surface add
Velocity sensor；
S6 is by all hoop strain pieces, all axial strain pieces, all vibration-testing sensors and all acceleration sensings
Device is all connected with data collecting instrument, and the data collecting instrument is connected computer；
S7 controls the initiator and ignites the blasting charge, the institute of monitoring point where each hoop strain piece monitors it
Reinforced concrete pipiline hoop strain is stated, the concrete reinforced pipe of monitoring point where each axial strain piece monitors it
Road axial strain, the reinforced concrete pipiline vibration speed of monitoring point where each vibration-testing sensor monitors it
Degree, the reinforced concrete pipiline acceleration of monitoring point where each acceleration transducer monitors it, each earth's surface vibration
Monitoring point soil layer surface vibration velocity where dynamic test sensor monitors it, each acceleration surface sensor monitor its institute
Soil layer surface acceleration in monitoring point, and all strain datas, vibration data and acceleration information are adopted by the data
Collection instrument is transmitted to the computer.
Further, further includes: the computer is drawn according to the three-way vibration speed of each measurement monitoring point section Shang Ge
Make the vibration velocity Decay time curve v of the reinforced concrete pipilineP(X, Y, Z), according to the monitoring above the measurement section
The three-way vibration speed of point draws soil layer surface vibration velocity Decay time curve vG(X, Y, Z), respectively to vP(X, Y, Z) and vG
(X, Y, Z) three-way vibration that once integral obtains the reinforced concrete pipiline is displaced Decay time curve (X, Y, Z) and described
The three-way vibration on soil layer surface is displaced Decay time curveP(X、Y、Z)G。
Further, further includes: the computer is drawn according to the three-dimensional acceleration of each measurement monitoring point section Shang Ge
The three-dimensional of the reinforced concrete pipiline accelerates time-history curves aP(X, Y, Z), and according to the monitoring point above the measurement section
Three-dimensional acceleration draw soil layer surface three-dimensional accelerate time-history curves aG(X、Y、Z)。
Further, further includes: the computer draws institute according to the hoop strain of each measurement monitoring point section Shang Ge
State the strain time history curve R of reinforced concrete pipilineP(t), the Z of the reinforced concrete pipiline and according to axial strain is drawnP
(t), the constitutive equation σ of Reinforced Concrete Materials pipeline is utilizedP=E εPBy hoop strain time-history curves RP(t) it is converted into the steel
The circumferential dynamic stress attenuation curve σ of type reinforced concrete pipelineRP(t), by axial strain time-history curves ZP(t) it is mixed to be converted into the reinforcing bar
The axial dynamic stress attenuation curve σ of solidifying soil pipelineZP(t)。
The technical solution that the embodiment of the present invention provides has the benefit that simulation tunnel blasting excavation of the invention
On the pilot system that existing lining cutting influences, the explosive load device for realizing different blasting parameter conditions is provided, circular steel is utilized
Type reinforced concrete pipeline simulates existing tunnel lining cutting, meet it is live practical, while inside reinforced concrete pipiline, above pipeline
Table has been respectively arranged vibrating speed sensors, acceleration transducer, can be to existing under circular tunnel Blasting Excavation effect of vibration
The dynamic response rule of earth's surface is comprehensively monitored above lining cutting vault, haunch, arch bottom position and tunnel-liner, while right
Relevant prison is provided to mathematical relationship existing for surface earth's surface vibratory response between the two rule in the existing lining cutting in tunnel
Foundation is surveyed, circumferential direction, the axial strain piece that reinforced concrete pipiline splicing section inner surface is pasted respectively can be to existing lining cutting
The dynamic strain attenuation law of weak stitching portion, which is monitored, related data can also be used obtains Explosion stress wave by existing lining
Build deformation characteristics when weak section, for further disclose during tunnel blasting excavation the Dynamic response characteristic of existing lining cutting and
Failure mechanism provides test basis and research method, is that the blasting vibration of existing lining cutting in Tunnel Engineering process of construction is controlled safely
The formulation of standard processed provides scientific basis.
Detailed description of the invention
Fig. 1 is the schematic diagram for the pilot system that present invention simulation tunnel blasting excavation influences existing lining cutting；
Fig. 2 is the schematic diagram that section 4 is measured in Fig. 1；
Fig. 3 is the schematic diagram of foil gauge group 12 in Fig. 2.
In figure: 1- reinforced concrete pipiline, 2- soil layer, the rock stratum 3-, 4- measure section, the 5- blasting charge, 6- trigger, 7- number
Add according to receiving instrument, 8- computer, 9- ground surface vibration test sensor, 10- acceleration surface sensor, 11- foil gauge group, 12-
Velocity sensor, 13- vibration-testing sensor, 14- hoop strain piece, 15- axial strain piece.
Specific embodiment
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with attached drawing to embodiment party of the present invention
Formula is further described.
Referring to FIG. 1, the embodiment provides a kind of examinations that simulation tunnel blasting excavation influences existing lining cutting
Check system, including rock-soil layer, liner supporting device, demolition set, dynamic response measuring device, data collecting instrument 7 and computer
8。
The rock-soil layer includes the soil layer 2 on upper layer and the rock stratum 3 of lower layer, and the rock stratum 3 is by tunnel rock analog material structure
At for simulating the Environmental Geotechnical layer structure of tunnel excavation.
The liner supporting device is set in the rock stratum 3, and the liner supporting device includes the splicing of multistage spigot-and-socket
Reinforced concrete pipiline 1, the adjacent two 1 stitching portion section of reinforced concrete pipiline and liner supporting device both ends
Concrete reinforced pipe nozzle section is measurement section 4, and the stitching portion of reinforced concrete pipiline 1 described in adjacent tube coupling two is used
To simulate the stitching portion of existing tunnel liner structure.
The demolition set includes the blasting charge 5, primacord and initiator 6, and the blasting charge 5 is set in the rock stratum 3
Positioned at the front of the liner supporting device, and 5 center line of the blasting charge is overlapped with the liner supporting device axis, is used
To simulate tunnel tunnel face Excavation blasting load, described primacord one end connects the blasting charge 5, and the other end connects the detonation
Device 6.
Fig. 2 and Fig. 3 are please referred to, dynamic response measuring device includes multiple measuring units, is set on each measurement section 4
There are four measuring units, four measuring units are both secured to 1 inner wall of reinforced concrete pipiline and are uniformly distributed in the survey
Section 4 is measured, four measuring units in the present embodiment on each measurement section 4, which are fixed on, is uniformly distributed in the survey
Measure section 4 it is most upper, most under, it is most left, 4 points most right, each measuring unit include foil gauge group 11, vibration-testing sensing
Device 13 and acceleration transducer 12, the foil gauge group 11 include hoop strain piece 14 and axial strain piece 15, and the circumferential direction is answered
Become loop 14 to 1 inner wall of reinforced concrete pipiline is fixed on, it is mixed that the axial strain piece 15 is axially fixed at the reinforcing bar
Solidifying soil 1 inner wall of pipeline, the vibration-testing sensor 13 and the acceleration transducer 12 are fixed on the concrete reinforced pipe
1 inner wall of road.
2 surface of soil layer is additionally provided with multiple earth's surface measuring devices, and each earth's surface measuring device is set to the soil
In layer 2 and it is located at right above a measurement section 4, the earth's surface measuring device includes ground surface vibration test sensor 9 and ground
Table acceleration transducer 10, the liner supporting device is interior to be equipped with spotlight and video camera, and the video camera is all for shooting
The deformation pattern of reinforced concrete pipiline 1.
All hoop strain pieces 14, all axial strain pieces 15, all vibration-testing sensors 13 and all acceleration pass
Sensor 12 is all connected with the data collecting instrument 7, and the data collecting instrument 7 connects the computer 8.
The embodiment of the present invention also provides a kind of test method that simulation tunnel blasting excavation influences existing lining cutting, including
Following steps:
S1 determines that tunnel prototype is several in Practical Project according to first theory of similarity, second theory of similarity and Dynamic Similar Laws
The geometric similarity ratio of what size and pilot system geometric dimension is L, according to geometric similarity ratio, the sectional dimension of liner supporting structure
It is designed with buried depth by the 1/L of prototype size；Acceleration of gravity likelihood ratio Cg=1, density likelihood ratio Cρ=1, the bulk density likelihood ratio
Cγ=1, the similar Design of rock mass and liner supporting structural parameters is the basic likelihood ratio with geometric similarity ratio and the bulk density likelihood ratio,
Realize Poisson's ratio, angle of friction it is complete similar, elasticity modulus is designed according to the 1L of prototype Modulus of Elasticity of Rock Mass；Guarantee to fill simultaneously
Dose is similar, power is similar with STATIC RESPONSE, so that it is determined that rock stratum and the likelihood ratio of liner supporting device are as follows:
Geometric similarity ratio: CL=L
The elasticity modulus likelihood ratio: CE=1
The bulk density likelihood ratio: Cγ=1
Poisson's ratio, the angle of friction likelihood ratio: Cμ=Cφ=1；
Determine that static(al) and the dynamic response likelihood ratio are as follows:
Stress similitude ratio Cσ=L；
Speed likelihood ratio Cv=CL/Ct；
Time likelihood ratio Ct=Cs 0.5/Ca 0.5；
It is displaced likelihood ratio Cs=CL；
Acceleration likelihood ratio Ca=1.
S2 constructs rock-soil layer according to the theory of similarity, and the rock-soil layer includes the soil layer 2 on upper layer and the rock stratum 3 of lower layer, described
2 thickness 2m of soil layer, the rock stratum 3 are the quartz rock stratum with a thickness of 10m, groove are opened up in the rock stratum 3, the groove is
Long 15m, width 1m, depth 6m, to fill liner supporting device, and in the rock stratum immediately ahead of the groove at pre-determined distance
The blasting charge 5 is placed, the blasting charge 5 is spheroidal charging, using 2# rock emulsion explosive used in common tunnel blasting excavation, institute
5 radius 10cm of the blasting charge is stated, 5 weight of the blasting charge is set as 12Kg, 5 buried depth of the blasting charge and the reinforced concrete
Native 1 axis of pipeline flushes, and the blasting charge 5 connects primacord, and the primacord connects initiator 6 after drawing the rock-soil layer；
S3 selects an appropriate number of concrete reinforced pipe 1 for being spliced to form liner supporting device, selects each described
Splicing one end nozzle section of concrete reinforced pipe 1 is measurement section 4, and it is single that four measurements are arranged on each measurement section 4
Member, four measuring units be respectively arranged at the section 4 it is most upper, most under, it is most left, 4 points most right, the measuring unit include answer
Become piece group 11, vibration-testing sensor 13 and acceleration transducer 12, the foil gauge group 11 includes hoop strain piece 14 and axis
To foil gauge 15,14 circumferential direction of hoop strain piece is fixed on 1 inner wall of reinforced concrete pipiline, the axial strain piece 15
It is axially fixed at 1 inner wall of reinforced concrete pipiline, the vibration-testing sensor 13 and the acceleration transducer 12 are solid
Due to 1 inner wall of reinforced concrete pipiline；
All concrete reinforced pipes 1 are successively spliced to form liner supporting device by S4, and the liner supporting device is put
It is placed in the groove, back fill course and compacting, needs during backfill using the continuous compacting filling soil of light-duty compacting equipment, with simple
Compactness tester measures earthing compactness, guarantees that groove bankets compactness not less than 90%-95%, to guarantee pipeline earthing
Closely knit stabilization；
Multiple earth's surface measuring devices are arranged on 2 surface of soil layer in S5, and each earth's surface measuring device is set to described
In soil layer and it is located at right above a measurement section 4, the earth's surface measuring device includes ground surface vibration test sensor 9 and ground
Table acceleration transducer 10；
S6 is by all hoop strain pieces 14, all axial strain pieces 15, all vibration-testing sensors 13, all acceleration
Sensor 12, all ground surface vibrations test sensor 9, all acceleration surface sensors 10 and video camera are all connected with data acquisition
The data collecting instrument 7 is connected computer 8 by instrument 7；
Debugging and the setting of each channel parameters are carried out to each test equipment before S7 explosion bulge test, it, will be described when detonation prepares
13 data collecting instrument of vibrating speed sensors is set as automatic trigger mode, and the ignition time interval controls of the blasting charge 5 exist
Every 30min is primary, when each initiator 6 ignites the blasting charge 5, controls each hoop strain piece 14 and monitors its institute
1 hoop strain of the reinforced concrete pipiline in monitoring point, monitoring point where each axial strain piece 15 monitors it
1 axial strain of reinforced concrete pipiline, the steel of monitoring point where each vibration-testing sensor 13 monitors it
1 vibration velocity of type reinforced concrete pipeline, the armored concrete of monitoring point where each acceleration transducer 12 monitors it
1 acceleration of pipeline, soil layer 2 surface vibration velocity in monitoring point where each ground surface vibration test sensor 9 monitors it are each described
2 surface acceleration of soil layer of monitoring point where acceleration surface sensor 10 monitors it controls all reinforced concretes of shooting
The deformation pattern of native pipeline, and all strain datas, vibration data, acceleration information and image data are adopted by the data
Collection instrument 7 is transmitted to the computer 8, and after to be blasted and the reinforced concrete pipiline 1 and surrounding Rock And Soil are in base
Stop data acquisition when this is stable, the computer 8 saves data.
Simulation tunnel blasting excavation of the invention further includes data processing step on the test method that existing lining cutting influences: will
Grand design data inside the blasting vibration front and rear pipes of acquisition compare and analyze, and obtain under blasting vibration from macroscopic perspective
Deformation and failure rule inside pipeline.
The test method that simulation tunnel blasting excavation of the invention influences existing lining cutting further includes data processing step: institute
State the vibration that computer 8 draws the reinforced concrete pipiline 1 according to the three-way vibration speed of each monitoring point on each measurement section 4
Dynamic velocity attenuation time-history curves vP(X, Y, Z) draws soil layer according to the three-way vibration speed of the monitoring point of 4 top of measurement section
2 surface vibration velocity Decay time curve vG(X, Y, Z) is obtained on vault, haunch, arch bottom and the tunnel of the existing lining cutting in tunnel
The vibration velocity attenuation law of square earth's surface；Respectively to vP(X, Y, Z) and vG(X, Y, Z) once integral obtains the armored concrete
Three-way vibration displacement Decay time curve (X, Y, Z) of pipeline 1 and the three-way vibration displacement Decay time on 2 surface of the soil layer are bent
LineP(X、Y、Z)G。
The test method that simulation tunnel blasting excavation of the invention influences existing lining cutting further includes data processing step: institute
State the three-dimensional that computer 8 draws the reinforced concrete pipiline 1 according to the three-dimensional acceleration of each monitoring point on each measurement section 4
Accelerate time-history curves aP(X, Y, Z), and 2 table of soil layer is drawn according to the three-dimensional acceleration of the monitoring point of 4 top of measurement section
Face three-dimensional accelerates time-history curves aG(X, Y, Z) obtains the existing lining cutting vault in tunnel, haunch, arch bottom position and surface earth's surface
Acceleration attenuation law.
The test method that simulation tunnel blasting excavation of the invention influences existing lining cutting further includes data processing step: institute
Computer 8 is stated according to when the strain of the reinforced concrete pipiline 1 is drawn in the hoop strain of each monitoring point on each measurement section 4
Journey curve RP(t), the Z of the reinforced concrete pipiline 1 and according to axial strain is drawnP(t), the existing lining arch in tunnel is obtained
Top, haunch, the dynamic strain attenuation law for encircleing bottom, utilize the constitutive equation σ of Reinforced Concrete Materials pipeline 1P=E εPCircumferential direction is answered
Become time-history curves RP(t) it is converted into the circumferential dynamic stress attenuation curve σ of the reinforced concrete pipiline 1RP(t), by axial strain
Time-history curves ZP(t) it is converted into the axial dynamic stress attenuation curve σ of the reinforced concrete pipiline 1ZP(t), existing reinforcing bar is obtained
Concrete lining vault, haunch, encircle bottom dynamic stress attenuation law.
The test method that simulation tunnel blasting excavation of the invention influences existing lining cutting further includes data processing step: root
According to Sadaovsk formula, earth's surface three above this place liner supporting device can be fitted in conjunction with earth's surface vibration velocity attenuation law
To the Sadaovsk formula of vibration velocity, related place COEFFICIENT K and attenuation coefficient α are thus obtained.
Herein, the nouns of locality such as related front, rear, top, and bottom are to be located in figure with components in attached drawing and zero
Part mutual position defines, only for the purpose of expressing the technical solution clearly and conveniently.It should be appreciated that the noun of locality
Use should not limit the claimed range of the application.
In the absence of conflict, the feature in embodiment and embodiment herein-above set forth can be combined with each other.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of pilot system that simulation tunnel blasting excavation influences existing lining cutting, it is characterised in that: including rock-soil layer, lining cutting
Suspension device, demolition set and dynamic response measuring device；
The rock-soil layer includes the soil layer on upper layer and the rock stratum of lower layer；
The liner supporting device is set in the rock stratum, and the liner supporting device includes the reinforcing bar of multistage spigot-and-socket splicing
Concrete duct, the reinforcing bar in adjacent two reinforced concrete pipiline stitching portion section and liner supporting device both ends
Pipe of concrete nozzle section is measurement section；
The demolition set includes the blasting charge, and the blasting charge, which is set in the rock stratum, is being located at the liner supporting device just
Front；
Dynamic response measuring device includes multiple measuring units, and each measurement section is equipped with four measuring units, described in four
Measuring unit is both secured to the reinforced concrete pipiline inner wall and is uniformly distributed in the measurement section, and each measurement is single
Member includes foil gauge group, vibration-testing sensor and acceleration transducer, and the foil gauge group includes hoop strain piece and axial direction
Foil gauge, the hoop strain piece circumferential direction are fixed on the reinforced concrete pipiline inner wall, the axial strain piece axial restraint
In the reinforced concrete pipiline inner wall, the vibration-testing sensor and the acceleration transducer are fixed on the reinforcing bar and mix
Solidifying soil inner wall of the pipe.
2. the pilot system that simulation tunnel blasting excavation influences existing lining cutting as described in claim 1, it is characterised in that: packet
Include data collecting instrument and computer, all hoop strain pieces, all axial strain pieces, all vibration-testing sensors and it is all plus
Velocity sensor is all connected with the data collecting instrument, and the data collecting instrument connects the computer.
3. the pilot system that simulation tunnel blasting excavation influences existing lining cutting as described in claim 1, it is characterised in that: institute
It states and is equipped with spotlight and video camera in liner supporting device, the video camera is used to shoot the deformation of all reinforced concrete pipilines
Image.
4. the pilot system that simulation tunnel blasting excavation influences existing lining cutting as described in claim 1, it is characterised in that: packet
Multiple earth's surface measuring devices are included, each earth's surface measuring device is set in the soil layer and is located at a measurement section just
Top, the earth's surface measuring device include ground surface vibration test sensor and acceleration surface sensor.
5. the pilot system that simulation tunnel blasting excavation influences existing lining cutting as described in claim 1, it is characterised in that: institute
Stating demolition set further includes primacord and initiator, and described primacord one end connects the blasting charge, and other end connection is described to be risen
Quick-fried device.
6. the pilot system that simulation tunnel blasting excavation influences existing lining cutting as described in claim 1, it is characterised in that: every
One it is described measurement section on four measuring units be fixed on be uniformly distributed in this it is described measurement section it is most upper, most under, most
It is left, 4 points most right.
7. a kind of test method that simulation tunnel blasting excavation influences existing lining cutting, which comprises the following steps:
S1 determines prototype dimensioning in tunnel in Practical Project according to first theory of similarity, second theory of similarity and Dynamic Similar Laws
Very little and pilot system geometric dimension geometric similarity ratio is L, so that it is determined that rock stratum and the likelihood ratio of liner supporting device are as follows:
Geometric similarity ratio: CL=L
The elasticity modulus likelihood ratio: CE=1
The bulk density likelihood ratio: Cγ=1
Poisson's ratio, the angle of friction likelihood ratio: Cμ=Cφ=1；
S2 opens up groove in rock stratum, and places the blasting charge in the rock stratum immediately ahead of the groove at pre-determined distance, institute
Blasting charge connection primacord is stated, the primacord connects initiator；
S3 selects an appropriate number of concrete reinforced pipe for being spliced to form liner supporting device, selects each reinforcing bar mixed
Splicing one end nozzle section of solidifying soil pipe is measurement section, four measuring units is arranged on each measurement section, described in four
Measuring unit be respectively arranged at the section it is most upper, most under, it is most left, 4 points most right, the measuring unit include foil gauge group, vibration
It tests sensor and acceleration transducer, the foil gauge group includes hoop strain piece and axial strain piece, the hoop strain
Piece circumferential direction is fixed on the reinforced concrete pipiline inner wall, and the axial strain piece is axially fixed at the reinforced concrete pipiline
Inner wall, the vibration-testing sensor and the acceleration transducer are fixed on the reinforced concrete pipiline inner wall；
All concrete reinforced pipes are successively spliced to form liner supporting device by S4, and the liner supporting device is placed in institute
It states in groove, back fill course and compacting；
Multiple earth's surface measuring devices are arranged on the soil layer surface in S5, and each earth's surface measuring device is set in the soil layer
And be located at right above a measurement section, the earth's surface measuring device includes ground surface vibration test sensor and acceleration surface
Sensor；
S6 is equal by all hoop strain pieces, all axial strain pieces, all vibration-testing sensors and all acceleration transducers
Data collecting instrument is connected, the data collecting instrument is connected into computer；
S7 controls the initiator and ignites the blasting charge, the steel of monitoring point where each hoop strain piece monitors it
Type reinforced concrete pipeline hoop strain, the reinforced concrete pipiline axis of monitoring point where each axial strain piece monitors it
To strain, the reinforced concrete pipiline vibration velocity of monitoring point where each vibration-testing sensor monitors it, often
The reinforced concrete pipiline acceleration of monitoring point where one acceleration transducer monitors it, each ground surface vibration test
Monitoring point soil layer surface vibration velocity where sensor monitors it, each acceleration surface sensor monitor monitoring where it
The soil layer surface acceleration of point, and all strain datas, vibration data and acceleration information pass through the data collecting instrument and pass
Transport to the computer.
8. the test method that simulation tunnel blasting excavation influences existing lining cutting as claimed in claim 7, which is characterized in that also
It include: the three-way vibration speed drafting reinforced concrete pipiline of the computer according to each measurement monitoring point section Shang Ge
Vibration velocity Decay time curve vP(X, Y, Z) is drawn according to the three-way vibration speed of the monitoring point above the measurement section
Soil layer surface vibration velocity Decay time curve vG(X, Y, Z), respectively to vP(X, Y, Z) and vG(X, Y, Z) once integral obtains institute
State three-way vibration displacement Decay time curve (X, Y, Z) of reinforced concrete pipiline and the three-way vibration displacement on the soil layer surface
Decay time curveP(X、Y、Z)G。
9. the test method that simulation tunnel blasting excavation influences existing lining cutting as claimed in claim 7, which is characterized in that also
Including: the computer draws the reinforced concrete pipiline according to the three-dimensional acceleration of each measurement monitoring point section Shang Ge
Three-dimensional accelerates time-history curves aP(X, Y, Z), and soil layer is drawn according to the three-dimensional acceleration of the monitoring point above the measurement section
Surface three-dimensional accelerates time-history curves aG(X、Y、Z)。
10. the test method that simulation tunnel blasting excavation influences existing lining cutting as claimed in claim 7, which is characterized in that
Further include: the computer draws the reinforced concrete pipiline according to the hoop strain of each measurement monitoring point section Shang Ge
Strain time history curve RP(t), the Z of the reinforced concrete pipiline and according to axial strain is drawnP(t), armored concrete is utilized
The constitutive equation σ of material conduitP=E εPBy hoop strain time-history curves RP(t) it is converted into the circumferential direction of the reinforced concrete pipiline
Dynamic stress attenuation curve σRP(t), by axial strain time-history curves ZP(t) axial direction for being converted into the reinforced concrete pipiline, which is moved, answers
Power attenuation curve σZP(t)。
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